AGENDA CITY OF ARCHER 16870 SW 134TH AVENUE P.O. BOX39 ARCHER, FL: 32618-0039 December 5, 2024 PLANNING & ZONING BOARD MEETING  6:00 p.m.  ARCHER CITY HALL  All persons wishing to participate and speak on an issue at the public meeting have the right, through the Chair, to ask questions ofs staffo or other speakers, to seek clarification ofo comments made by staff for other speakers, and to respond to the comments or presentations ofstaff or other speakers. All persons who present written materials for consideration muste ensure that a copy of those materials is provided to the Deputy City Clerk) fori inclusion in the record ofproceedings and official All persons are advised that, ifthey decide to appeal any decision. made at this public hearing or meeting, they will needa record oft the proceedings and, for such purpose, they may need to ensure that a verbatim record oft the proceedings is made, Ifany accommodations are neededj for persons with disabilities, please contact the. Archer City Hall (352) 495-2880 (voice) or  minutes.  which recordi includes the testimony and evidence upon which the appeal is to be based.  Alli interested, persons are invited to attend and be heard.  (352) 495-9337 (TDD). CALL TO ORDER PLEDGE OF ALLEGIANCE QUORUM CHECK  Consent Agenda  A. Approve minutes from the meeting on July 18, 2024  II. New Business  A. Resolution No. 2024-30, Conditional Use Permit-CUP 24-02, by eda Consultants, Inc. as an agent for Universe Transportation, LLC for Parking of Vehicles Outside of Enclosed  Structures within a Commercial (C-2) Zoning District  III. Public Comment IV. Motion to Adjourn    CITY OF ARCHER  16870 SW 134th Ave, Archer, Florida 32618-0039 Phone: 352-495-2880 Fax: 352-495-2445 PLANNING & ZONING BOARD MEETING MINUTES Thursday, July 18, 2024, Time: 6:00 PM  MINUTES, WHICH ARE PUBLIC RECORD, ARE NOTES TAKEN TO PROVIDE A SUMMARY MEMORANDUM OF MEETINGS OR HEARINGS AND CONTAIN ALL OFFICIAL ACTIONS TAKEN. MINUTES ARE NOT INTENDEDTO BEA  WORD-FOR-WORDOR VERBATIMTRANSCRIPTION OFTHEI MEETING.  Quorum Present: Chair, Scott Dreyfuss Vice Chair, Shaun Willis Linda Kasicki Ann Green Don Hantzsche  Staff Present:  City Manager, Charles Hammond City Attorney, Kiersten Ballou Deputy City Clerk, Deanna Alltop  CALL TO ORDER  Chair Dreyfuss called the meeting to order at 6:00pm. PLEDGE OF ALLEGIANCE Chair Dreyfuss led the Pledge of Allegiance. QUORUM CHECK All board members are present.  City Attorney Ballou swore ini new board member Don Hantzsche.  Consent Agenda  A. Approve minutes from the meeting on March 7, 2024  Board member Kasicki motioned to approve the consent agenda, seconded by Vice Chair Willis.  Noj public comment Motion Carried: 5-0  II. New Business  A. Resolution No. 2024-03, Conditional Use Permit-CUP 23-01, by Ronnie LLC for a Concrete  Batch Plant within an Industrial (I) Zoning District City Attorney Ballou read Resolution No. 2024-03 by title only. City Attorney Ballou reviewed the quasi-judicial proceedings. City Attorney Ballou asked ifany board member has a conflict ofinterest. Board member Green read al letter from Tania Dean.  Board member Green stated that she spoke to a reporter at the last Planning & Zoning meeting. City Attorney Ballou asked Ann Green ifs she has any member ofl her family that could benefit from the project. Is she related to anyone that has a construction company. Ann Green said yes, she does.  City Attomey Ballou recommends that Ann Green does not vote on this item.  Board member Green stepped down from the Dias.    City Attorney Ballou: asked the board ift they have any conflicts or conversations with anyone outside this Board member Kasicki stated that she spoke to Karen & Brett Fiore, Charlie Squires, Jed Mitchell. Vice Chair Willis had several people approach him and he advised them to attend the meeting tonight. Board member Hantzsche was contacted by email to sign a petition, he did not sign the petition and has City Attorney Ballou swore in several people in the audience, Ann Green, Chris Gmuer, Sara Brannon, David Norton, Rhonda Roberson, Gene Arnold, Chadler Ashe, Lee McSherry, David Philpot, December McSherry, Laurie Costello, Roberta Lopez, Brett & Karen Fiore, Bill Lewandowski, Bob Kasicki.  meeting.  had no communications.  Chris Gmuer, civil engineer, and Mr. Ronnie. Arnold gave their presentation.  Public comment: David Norton, Gene Arold, Sara Brannon, Shandley Ashe, Laurie Costello, Rhonda Roberson, Rose Aslania, Jennifer Philpot, Karen Fiore, Brenda Skinner, December McSherry, Denise Staliston, Lisa Renshaw, Lori Bernardo, Bob Kasicki, Bill Lewandowski, Ann Green, Roberta Lopez,  Ronnie Arnold, Chris Gmuer  Board member Hantzsche motioned to deny CUP recommendation to the City Commission, seconded by  board member Kasicki. Motion: 2-2  III. Public Comment  Ann Green, Bill Lewandowski  IV. Motion to Adjourn Meeting adjourned at 9:28pm.  Deanna Alltop, Interim City Manager  Scott Dreyfuss, Chair  2    RESOLUTION NO. 2024-30  A RESOLUTION OF THE PLANNING AND ZONING BOARD OF THE CITY OF ARCHER, FLORIDA, RECOMMENDING? TO THE CITY COMMISSION OF THE CITY OF ARCHER, FLORIDA, APPROVAL OF A CONDITIONAL USE PERMIT FOR PARKING OF VEHICLES OUTSIDE OF ENCLOSED STRUCTURES WITHIN A COMMERCIAL (C-2) ZONING DISTRICT, AS PROVIDED WITHINTABLE 16.06, ITEM 10.3 OF THE LAND DEVELOPMENT CODE, ON CERTAIN LANDS WITHIN THE CORPORATE LIMITS OF THE CITY OF ARCHER, FLORIDA; REPEALING RESOLUTIONS IN CONFLICT; AND WHEREAS, the City of Archer Land Development Code, hereinafter referred to as the Land Development Code, empowers thel Planning and Zoning Board oft the City of Archer, Florida, hereinafter referred to as the Planning and! Zoning Board, to recommend to the City Commission ofthe City of Archer, Florida, hereinafter referred to as the City Commission, approval or denial of conditional use  PROVIDING AN EFFECTIVE DATE  permits, in accordance with said Code;  WHEREAS, an application for a conditional use permit, as described below, has been filed with WHEREAS, pursuant to the Land Development Code, the Planning and Zoning Board held the required public hearing, with public notice on said conditional use permit, as described below, and considered all comments received during said public hearing and the Concurrency Management Assessment concerning said application for a conditional use permit, as described below; WHEREAS, the Planning and Zoning Board has determined and found that approval ofs said conditional use permit, as described below, would promote the public health, safety, morals, order, WHEREAS, the Planning and Zoning Board has determined and found that the conditional use permit is generally compatible with adjacent properties, other property in the district and natural WHEREAS, the Planning and Zoning Board has determined and found that: a. Thej proposed conditional use complies with the Land Development Code oft the City; b. The proposed conditional use will not interfere with or adversely affect the health, safety, C. The proposed conditional use will not adversely affect or contribute to the deterioration of d. The proposed conditional use is consistent with the character of and existing land use e. The proposed conditional use complies with the Comprehensive Plan of the City. NOW, THEREFORE, BEI ITI RESOLVED BY THE PLANNING AND ZONING BOARD OF Section 1. Pursuant to an application, CUP 24-02, an application by eda Consultants, Inc. as an agent for Universe Transportation, LLC, to approve a conditional use permit for parking of vehicles outside of enclosed structures within a COMMERCIAL (C-2) zoning district, as provided for in Table 16.06, Item 10.3 oft thel Land Development Code, in accordance with an application dated July 18, 2024, and site plan dated July 17,2024, the Planning and Zoning Board hereby recommends to the City Commission, approval ofa a conditional use permit, as described above, subject to the conditions and safeguards  the City;  comfort, convenience, appearance, prosperity or general welfare;  resources; and  or welfare oft the surrounding community area;  quality oflife, or property values in the immediate neighborhood;  patterns in the surrounding area; and  THE CITY OF ARCHER, FLORIDA, THAT:  hereinafter specified, to be located on property described, as follows:  Page 1 of2    A parcel ofl land lying in Section 9, Township 11 South, Range 181 East, Alachua County, Florida. Being more particularly described as follows: Commence at the Southwest corner oft the Southeast 1/4 ofsaid Section 9; thence North 89056'04" East 33.95 feet, along the South line ofs said Section 91 to thel Northerly right-of-way line ofan old abandoned railroad; thence North 49°17'26" East 1,104.09 feet, along the Northerly right-of-way line ofs said old abandoned railroad to the Point of Beginning; thence North 49°19'01" East 181.31 feet, along thel Northerly right-of-way line ofs said old abandoned railroad: thence North 34°09'31" West 226.59 feet to the Southerly end ofa 60-footi right-of-way; thence South 55°50'29" West 30.00: feet, along the Southerly line ofs said right-of-way to the Southwesterly corner ofs said right-of- way; thence North 34°09'31" West 17.24 feet, along the Westerly side ofs said right-of-way; thence South 55050'29" West 138.04 feet; thence South 31°32'28" East 264.71 feet to the Point of Beginning.  Containing 1.00 acre, more or less.  Section 2. The Planning and Zoning Board hereby recommends that the site plan, as described above and herewith made aj part of this resolution by reference, shall govern the development and use of the above described property. The Planning and Zoning Board hereby recommends that any deviation from the site a. The use ofl land approved by the conditional use permit bei inj place or a valid permit be in force for the location ofs such land use within twelve (12) months oft the effective date of the resolution b. Ifsuch land use is not inj place or a valid permit be ini force for the location of such land use within twelve (12) months oft the effective date oft the resolution granting the conditional use permit, the C. Ifsuch land use approved by a conditional use permit is discontinued for six (6) months or longer Section4. All resolutions in conflict with this resolution are. hereby repealed to the extent of such  plan shall be deemed a violation ofthe Land Development Code. Section 3. The Planning and Zoning Board hereby recommends that:  granting the conditional use permit;  conditional use permit be revoked and ofi no force and effect; and  such use be deemed abandoned.  conflict.  Section 5. This resolution shall become effective upon adoption. Planning and Zoning Board, this 5th day ofl December 2024.  PASSED AND DULY ADOPTED in regular session with a quorum present and voting, by the  PLANINING AND ZONING BOARD OF THE CITY OF ARCHER, FLORIDA  Attest:  Deanna Alltop, Interim City Manager Approved as to form and legal sufficiency:  Scott Dreyfuss, Chair  Danielle C. Adams, City Attorney or Kiersten N. Ballou, City Attorney  Page 2of2    NOTICE OF PUBLIC HEARING CONCERNING A CONDITIONAL USE PERMIT AS PROVIDED FOR IN THE CITY OF ARCHER LAND DEVELOPMENT CODE  BY THE PLANNING AND ZONING BOARD OF THE CITY OF ARCHER, FLORIDA, NOTICEI IS HEREBY GIVEN that, pursuant to the City of Archer Land Development Code, as amended, hereinafter referred to as thel Land Development Code, objections, recommendations. and comments concerning the conditional use permit, as described below, will be heard by the Planning and Zoning Board of the City of Archer, Florida, at aj public hearing on December 5, 2024 at 6:00 p.m., or as soon thereafter: as the matter can be heard in the City Commission Chamber, City Hall, located at 16870 Southwest 134th Avenue, CUP 24-02, an application by eda Consultants, Inc. as an agent for Universe Transportation, LLC, to approve a conditional use permit for parking of vehicles outside ofe enclosed structures withina a COMMERCIAL (C-2) zoning district, as provided fori in Table 16.06, Item 10.3 ofthe Land Development Code, in accordance with, an application dated July 18, 2024, and site plan dated July 17, Aj parcel ofl land lying in Section 9, Township 11 South, Range 181 East, Alachua County, Florida. Being more particularly described as follows: Commence at the Southwest corner oft the Southeast 1/4 ofsaid Section 9; thence North 89°56'04" East 33.95 feet, along the South line ofs said Section 91 to thel Northerly right-of-way line of an old abandoned railroad; thence North 49°17'26" East 1,104.09 feet, along the Northerly right-of-way line of said old abandoned railroad to the Point of Beginning; thence North 49°19'01" East 181.31 feet, along thel Northerly right-of-way! line of said old abandoned railroad: thence North 34°09'31" West 226.59 feet to the Southerly end ofa 60-foot right-of-way; thence South 55°50'29" West 30.00 feet, along the Southerly line of said right-of-way tot the Southwesterly corner ofs said right-of- way; thence North 34°09'31" West 17.24 feet, along the Westerly side ofs said right-of-way; thence South 55050'29" West 138.04 feet; thence South 31°32'28" East 264.71 feet to the Point of Beginning.  Archer, Florida.  2024 to be located on property described, as follows:  Containing 1.00 acre, more or less.  Att the aforementioned public hearing, all interested parties may appear to be heard with respect to the Copies oft the application are available for public inspection at the Office ofthe Interim City Manager, City Hall, 16870 Southwest 134th Avenue, Archer, Florida, during regular business hours. All persons are advised that ift they decide to appeal any decisions made at the above referenced public hearing, they will need a record oft the proceedings, and that for such purpose they may need to ensure that a verbatim record of the proceedings is made, which record includes the testimony and evidence upon Persons with disabilities requesting reasonable accommodations: to participate in this proceeding should contact the Interim City Manager, at. 352.495.2880 or via Florida Relay Service 800.995.8770 (voice), or  application.  which the appeal is to be based.  800.955.8771 (TTY), at least 481 hours prior to thej proceedings.  Publish in the legal section ofthe. Alachua County Today on November 21,2024.  Page 1ofl    CITY OF ARCHER  CONDITIONAL USE PERMIT APPLICATION  DATE: 1.  7/18/24 APPLICANT Mailing Address: Location of Property (Address)  PERMIT# Cwp 24-02  Name: Claudia Vega, P.E. - Director of Engineering, eda consultants, inc. Phone: 352-373-3541  720 SW 2nd Ave, S Tower, Ste 300, Gainesville, FL 32601  15917 SW Archer Rd, Archer, FL 32618  Parcell Number: 04700  009  001  2.  OWNER(S) (ifother than the applicant, written consent must be attached to application)  Name(s): Mailing Address: ATTACH: 4. 5. 6. 7.  Universe Transportation, LLC  Phone: 352-871-8800  10081 SW 98TH. AVE GAINESVILLE, FL 32608  3. Legal description, including tax parcel number, with map attached showing boundaries.  Legal document showing ownership (deed, etc.)  Plot plans, building plans or other information giving information regarding available facilities and Names and Addresses of all property owners of abutting properties with map reflecting boundaries of  planned facilities including signs, tree planting, or other modifications.  parcels affected.  Summarize your request: Include current usage and proposed usage.  Project Name: Archer Road Storage  Proposed request: A site plan to construct a commercial development including truck parking, warehouse storage and an office building on a presently undeveloped commercial property.  Continued On Next Page    Request No. CUP. 224-02  PLEASE ANSWER' THE FOLLOWING QUESTIONS FULLY: (use additional pages as necessary) 1. Current Zoning/Land Use Classification: General Commercial C-2)/Commercia 2. Requested Permitted Use: Oflice/Warehouse, /Vehicle Parking /S Storage 3. Will the proposed use be contrary to the City of Archer's Zoning Regulations? No.  4. Whati is the existing land use pattern in district? Commercial  Yes, the propsed commercial commercial development  5. Will hange/developmenveto be compatible to adjacent districts? development is within an existing  6. What effect will the proposed hange/developmentet. have on area  a. living conditions? No residential development is in thei immediate area.  b. traffic? Traffic will directly access State Road 24 via an existing driveway that was approved by FDOT.  C. drainage? Drainage will be treated on site via proposed stormwater basin. d. light and air to adjacent areas? No light or air impacts should occur.  The development oft the property as a commercial development  e. property values in adjacent areas? should maintain or increase property values in the immediate area  7. Will thej proposed hange/devecpmentet. be a deterrent to thei improvement or development of 8. Ist the changeldevelopmenlet. suggested out of scale with the needs oft the neighborhood or the City of Archer? Ng, the project sitei is within an existing commercial area with similar commercially developed sites.  adjacent property in accordance with existing regulation?  No, the surrounding area is also commercial in nature.  Signature: analysis.  Chpy  City Commission will review the application at its earliest possible regular meeting following staff review and  City Commission meets the second Monday ofe each month.    CITY OF ARCHER  CONDITIONALI USE PERMIT PLAN CHECKLIST  APPLICATIONNO. DATE  CUP24-0/Universe Transportation.LLO)  October 25. 2024  The conditional use permit required to be submitted by the requirements of the Land Development Code shall include the following elements from Section 26.04 of the Land Development Code:  1. Generally:  a. Ai recent aerial photograph encompassing the project area andi identifying thej project area and1 total land areas. The scale shall ber no: smaller than one (1)inche equals one b. A soil map ofthes site (existing U.S. Soil Conservation Service Maps [U.S. Natural  hundred (100): feet;  Resources Conservation Service] are acceptable); A map of vegetative covering including adjacent wetlands; d. Al legal description of the property to be developed; Grading plans that specifically include perimeter grading; ofroads and buildings, including elevations; &. Floor area, height and types ofbuildings; property across any street;  NA  Paving, road, and building plans showing the location, dimensions, and specifications  h. Identification of zoning designation of property and all adjoining property including Certification that the subject property is, or is not, within al historic district; and Certification that complies with all dimensional requirements of Section 19. 2. Certification that thej property does or does not lie within an area of special flood hazard, and ifthe property is within a special flood hazard area, certification of compliance with Section 20.  NA 3. Acertification that handcappedaccessblty requirements) havel been met (Section 21.02 and  Section 21.06(5).  4. Driveway access to public streets (Section 21.03)  NA 5. Anoff-street parking and loading plan (Section 21.06 and Section 21.07).  NA 6. Plans for drive-up windows (Section 21.10).  NA 7. Classification of any streets to be constructed (Section 21,16) with detailed plans showing  Page Iof3    streets and drainage facilities (Section 21.17). 8. Plans for any sidewalks to be constructed (Section 21.18).  TBD 9. Fire) hydrants andj proposed locations thereof (Section 21.19) and fire safety lanes and access  (Section 21.20).  Ina accordance with Section 21.19.1, the Ciry Engineer shall determine the precise  location ofallfire hydrants.  10. Solid waste storage facilities (Section 21.21-23).  TBD 11. A stormwater management plan (Section 21.30) meeting the stormwater design criteria of  Section 21.29. Engineer.  Determination of the stormwater management, plan compliance with the stormwater design criteria (Section 21.29 oft the Land Development Code) shall be made by the Ciry  NA 12. With regard to1 tree protection:  NA  a. The location andi identity by common name of all protected trees tol bei retained and those tol be removed. Groups oftrees in close proximity (five feet spacing or closer) may be designated as' "clusters" with the estimated total number noted. This information shall be summarized int tabular form on the plan; b. Any proposed changes in the natural gradeaffectingt trees to ber retained; C. Astatement of why any protected trees are to bei removed; during development (Section 21.42); and  NA NA NA NA  d. A statement oft ther measurest to bet taken to comply with thet tree protectioni requirements e. Identification of any required landscape buffer areas Satim2l4logaherwih: detail oft the actual proposed buffer in compliance with Section 21.45.  NA 13.) Industrial activities shall include a fire suppression plan, hazardous materials plan, emission  discharge plan, and noise plan (Section 21.64).  NA NA NA NA  14. Subdivisions ofl land shall meet the requirements of Section 22, Part1. 15. Mobile home parks shall meet the requirements of Section 22, Part2. 16.1 Recreational vehicle park shall meet the requirements of Section 22, Part3.  NA 17. With regard to signs:  a. Ablueprint orink drawing oft thep plans ands specifications oft the sign, and thei methodof its construction and attachment to the building or ground. The plans shall show all pertinent structural details, windy presurerequrements, displaymaterialsi ina accordance with the requirements of this Land Development Code and thel building and electrical  Page2of3    codes adopted by the City. The plan shall clearly illustrate the type of sign or sign structure as defined in this Land Development Code; the design of the sign, including dimensions, colors and material; the aggregate sign area; the dollar value oft the sign; maximum and minimum heights of the sign; and sources ofillumination; b. For ground signs, aj plan to scale which indicates clearly:  NA  (1) The location oft the signi relative toj property lines, rights-of-way, streets, alleys, sidewalks, vehicular access andj parking areas and other existing ground signs on (2) All protected trees that willl be damaged or removed for the construction and  the parcel; display oft the signs; and (3) The speed limit on adjacent streets.  NA  For building signs, aj plan to scale which indicates clearly:  (1) The location of the sign relative toj property lines, rights-of-way, streets, alleys, sidewalks, vehicular access andj parking areas, buildings and structures on the (2) The number, size, type andl location of all existing signs on thes same parcel, except a single business unit and ar multiple occupancy complex shall not! be requiredto (3) Ab building elevation or other documentation indicating the building dimensions. The site plan does not show the location ofproposedsigns. Ifnone will be provided Ifthe site will include. signs, please be advised per Section 23.15 of the Land Development Code, a conditional use permit will be required prior to the erection of any permanent: sign. Therefore, the sign review for this proposeddevelopment will be 18. Certification that the property is ori is not in an environmental constraint area as definedi in Section 24.01; ifthe property is in an environmental constraint area, identify that the area complies with required setbacks (Section 24.03 and 24.04), and complies with Section  parcel;  delineate the signs ofother business units; and  then please. so state on the site plan.  part ofas separate conditional. use permit application.  24.02.  NA 19. Ifthe project is one half(1/2)acre, or larger in size or five (5) or more dwelling units or  single family lots, an endangered speciesl habitat study. the consistency and concurrency requirements of Section 25.  V  20. Certification that thej proposed development is consistent with the Comprehensive Plan and  Page3of3    CITY OF ARCHER  CONDITIONAL USEI PERMIT PLAN CHECKLIST  The conditional use permit required tol be submitted byt the requirements of these land development regulations shall include the following elements from Section 26.04 oft the land development: regulations:  1. Generally:  a. Ar recent aerial photograph encompassing thej project area andi identifying thej project area and total landa areas. Thes scale shall be nos smaller than one (1)i inch equals onel hundred (100): feet; b. As soil map oft thes site (existing U.S. Soil Conservation Service Maps are acceptable);  N/A V  A map of vegetative covering including adjacent wetlands; d. Al legal description ofthe property tol be developed; Grading plans that specifically includej perimeter grading;  Paving, road, and building plans showing thel location, dimensions, ands specifications ofr roads  and buildings, including elevations; Floor area, height andt types ofbuildings;  h. Identification ofzoning designation of property and all adjoining property including property Certification thatt the subject property is, ori ist not, within al historic district; and Certification that complies with all dimensional requirements of Section 19. 2. Certification that the property does or does notl lie within an: area ofs special flood1 hazard, andi ifthe property is within as special flood! hazard area, certification ofo compliance with Section 20. 3. Acertification' that handicapped accessibility requirements havel been met (Section 21.02 and Section  across any street;  21.06(5).  4. Driveway access toj public streets (Section 21.03)  5. And off-street parking and loading plan (Section 21.06: and Section 21.07).  N/A 6. Plans for drive-up windows (Section 21.10).  N/A 7. Classification of any streets tol be constructed (Section 21.16) with detailed plans showing streets and  drainage facilities (Section 21.17).  N/A 8. Plans for any sidewalks tol be constructed (Section 21.18).  9. Firel hydrants andj proposed locations thereof (Section 21.19) and fire safety lanes and access (Section  21.20).  10. Solid waste storage facilities (Section 21.21-23).  Page 1 of3    11. As stormwater management) plan (Section 21.30) meeting thes stormwater design criteria of Section  21.29.  12. With regard tot treej protection:  a. Thel location andi identity by common name ofa allj protected trees tol bei retained and thoset tol be removed. Groups oft treesi in close proximity (five feet spacing or closer) may be designated as "clusters" witht the estimated total number noted. Thisi information shall be summarized: in  tabular form on thep plan;  NIA N/A V N/A  b. Any proposed changes int thei natural grade affecting trees tol bei retained; C. As statement of why any protected trees are tol be removed;  d. As statement oft thei measures tol bet taken to comply with the tree protection requirements during e. Identification of any required] landscapel buffera areas (Section 21.47) together with a detail ofthe  development (Section! 21.42); and  actual proposed bufferi in compliance with Section 21.45.  N/A 13. Industrial activities shalli include af fire suppression plan, hazardous materials plan, emission discharge  plan, and noise plan (Section 21.64).  N/A 14. Subdivisions of land shall meet the requirements of Section 22, Part1. N/A 15. Mobilel home parks shall meet the requirements of Section 22, Part2. N/A 16. Recreational vehicle park shall meet thei requirements of Section 22, Part3.  N/A 17. Withi regard to signs:  N/A  a. A blueprint or ink drawing of the plans and specifications of the sign, and the method of its construction and attachment to the building or ground. The plans shall show all pertinent structural details, wind pressure requirements, display materials in accordance with the requirements ofthis land development code and1 thel building and electrical codes adopted by the City. The plan shall clearly illustrate the type of sign or sign structure as defined in this land development code; the design of the sign, including dimensions, colors and material; the aggregate sign area; the dollar value of thes sign; maximum and minimum heights of the sign;  and sources ofi llumination;  N/A  b. For ground signs, aj plan to scale whichi indicates clearly:  (1) Thel location oft the sign relative toj property lines, rights of way, streets, alleys, sidewalks, vehicular access and parking areas and other existing ground signs ont thej parcel; (2) Allp protected treest that willl be damaged or removedi for the construction and display oft the  signs; and  (3) Thes speed limit on adjacent streets.  N/A  For building signs, aj plan tos scale whichi indicates clearly:  (1) The location oft thes sign relative toj property lines, rights-of-way, streets, alleys, sidewalks, vehicular access and parking areas, buildings and structures ont the parcel;  Page 2 of3    (2) Ther number, size, type andl location ofa all existing signs ont the samej parcel, excepta as single business unit and a multiple occupancy complex shall notl bei required to delineate the signs (3) Abuilding elevation or other documentation indicatingt thel building dimensions. 18. Certification that thej property is ori is noti in an environmental constraint area as defined in Section 24.01; ifthej property isi in an environmental constraint area, identify the area comply with required 19. Ifthej projecti is onel half(1/2) acre or larger ins size, or five (5) or more dwelling units or singlei family 20. Certification thatt thej proposed development: is consistent with the Comprehensive Plan and the  ofother business units; and  setbacks (Section 24.03 and 24.04), and comply with Section 24.02.  N/A /  lots an endangered species habitat study.  consistency and concurrency requirements of Section 25.  Page 3 of3    -  Absinsil      OwBa    0023        a            8M  Q9    SUAMOIWYU URZSIROZILVL buds-    1 e   E * - 555 885 515 S 4 28 Faaa  f    a  shsilinmil    =    8!    6mpu    uswoy        un- Dovo" LOOYZVOMGN    o  09    1!  I  suamaww LYBZEVZOLLVE Duas    PROPERTY OWNER AFFIDAVIT  Owner Name:Universe Transportation, LLC Agent Name: eda consultants, inc. Parcel No.:04700-009-001 Acreage:1.01 +l- Requested Action:  Address:  Phone: 352-871-8800  10081 SW 98THA AVE GAINESVILLE, FL3 32608-  Address:720: SW: 2nd. Ave, South' Tower, Ste 300 Phone: 352-373-3541  Gainesville, FL32601  S:09  T:11  R:18  Conditional Use Permit/Zoning & Setbacks Verification behalf for the purposes of this application. Property owner signature:  Ihereby certify that: lam the owner of the subject property or a person havinga a legal or equitable interest therein. lauthorize the above listed agent to act on my  DOk  Printed name: MVETOSLAU CECHAK  Date 07-15-2024  The foregoing affidavit is acknowledged before me, by means of physical presence or D online notarization, this 15 day of JuLy by. KVETO GLAV CECHAK who islare personally known to me,  204  or who has/have produced LICENSE  as identification.  (NOTARY SEAL)  uMia-WatIN  Signature of Notary Public, State of FL  MELISSAY WATSON Notary Public- State ofF Fiorida Commission #HHO 014708 My Comm. Expires Oct 19, 2024 Bonded through National Notary Assn.    DIVISION OF CORPORATIONS  Drbostoi  snbz.org CORPORATIDID  pres iotagp Phrihietos  Department ofs State / Division of Corporations I SearchRecords / Search_by Entity Name I  Detail by Entity Name Florida Limited Liability Company UNIVERSE TRANSPORTATION, LLC Filing. Information Document Number FEI/EIN Number Date Filed Effective Date State Status Last Event Event Date Filed Principal Address 10081 SW 98THAVE GAINESVILLE, FL3 32608 MailingAddress 10081 SW'98THAVE GAINESVILLE, FL: 32608 Registered Agent Name & Address CECHAK, KVETOSLAV 10081 SWS 98THAVE GAINESVILLE, FL3 32608 Name Changed: 08/15/2019 Authorized Person(s). Detail Name & Address Title MGR CECHAK, KVETOSLAV 10081 SW'98THAVE GAINESVILLE, FL32608 Annual Reports Report Year 2021 2022  L15000151260 47-5055955 09/03/2015 09/03/2015 FL ACTIVE REINSTATEMENT 08/15/2019  Filed Date 02/01/2021 01/30/2022    2023 Document Images 01/30/2023- - ANNUAL REPORT 01/30/2022- - ANNUAL REPORT 02/01/2021 - ANNUAL REPORT 01/27/2020- -A ANNUAL REPORT 08/15/2019- - REINSTATEMENT  01/30/2023  Viewi imagei inF PDF format Viewi imagei in PDF format View imagei inF PDF format View imagei in PDF format Viewi imagei inF PDF format  09/03/2015 - Florida Limited Liabilly View image inF PDF format    TAX. COLLECTOR Senrg As LORIDA STERLING  Search > Account Summary  Real Estate Account #04700 009001 Owner: UNIVERSE TRANSPORTATIONLLC Situs: 15917SWA ARCHERRD ARCHER32618 Parcel details PropertyAppraiser  Get! bills bys email  Amount Due  Your accounti is paidi int full. There isr nothing due att thist time. Your! last paymenty wasn madec on 11/17/2023 for $1,879.25. Applyf fort thez 2024 installment payment plan  Account History BILL 2023 Annuall Bill D 2022Annuall Bill 2021 AnnualE Bill 2020AnnualB Bill 2019 AnnualB Bill 2018 2018Annual Bill Certificate#1322 2017 2017AnnualBill Certificate#1266 Total Amount Due  AMOUNT DUE $0,00 Print(PDF) $0,00 Print_(PDE) $0.00 Print(PDF) $0.00 Print.(PDF) 50.00 Print(PDF) $000 Print(PDF) Paid$1,067.81 50:00 Print(PDE) 50.00    BILL 2016A Annual Bill 2015A AnnualE Bill 2014 2014A Annual Bill Certificate #1505 2013 2013Annuall Bill Certificate#1422 2012 2012Annual Bill Certificate#1401 2011 2011AnnualBil. Certificate#1641 2010 2010AnnualBil. Certificate#177Z 2009 2009A AnnualE Bill Certificate#1909 2008. 2008 Annuall Bill Certificate#1973 2007 2007A Annual Bill Refund Certificate# #1390 Total Amount Due  AMOUNTE DUE Paid$1,151.76 $0.00 Print_(PDF) $0.00 Print(PDF) $0.00 Print(PDF) Paid $802.06 $0.00 Print.(PDE) Paid$729.01 $0.00 3 Print(PDE) Paid$751,82 $0.00 Print(PDF) Paid$761.82 $0.00  Print(PDE) Paid$772.40 $0.00 Print/PDF) Paid $805.08 $0.00 Print(PDF) Paid $819.52 $0,00 Print_(PDF) Paid $820.18 $0.00  ConvenienceFees  RmdDehtcart AoacaALS, processing fee (minimum $2.50) applies    RECORDED IN OFFICIAL RECORDS INSTRUMENT # 3328614 4 PG(S) April 06, 2021 01:56:44PM J.K, JESS Book IRBY, 4876 ESQ. Page, Glerk 1688 Of Court ALACHUA COUNTY, Florida Doc Stamp-Deed: $700.00  Prepared by/Retumn to: G. Gregory Hale, Attorney AtLaw 34261 NW 43rd Street Suite A Gainesville, FL32606 (352)376-9576 Filel No.: 21-021  WARRANTY DEED  This indenture made on April5,2021,b by  Quality Storage and Mini-Warehouses, Inc., a dissolved Florida corporation whose address is: 7257NW 4th Blvd. #2 , Gainesville, FL3 32607 Universe Transportation, LLC, a Florida Limited Liability Company whose address is: 10081 SW 98th Avenue Gainesville, FL32608  hereinafter called the "grantor",to  hereinafter called the' "grantee": representatives, successors and assigns oft thes same)  (Which terms "Grantor" and "Grantee" shall include singular or plural, corporation ori individual, and eithers sex, and shall include heirs, legal Witnesseth, that the grantor, for and in consideration of the sum of Ten Dollars, ($10.00) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the grantee, all that certain land situate in Alachua County,  Florida, to-wit:  LEGAL DESCRIPTION, ATTACHED AS EXHIBIT"A" Parcel Identification Number: 04700-009-001 affairs pursuant tol Florida Statutes 607.1405.  Grantori is conveying the herein-deseribed property to wind up and liquidate its business and Subject to all reservations, covenants, conditions, restrictions and easements of record and to all applicable zoning ordinances and/or restrictions imposed by governmental authorities, ifa any.  Tol Have and to Hold, the same in fee simple forever.  And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except taxes accruing subsequent to  December 3, 2020.  FLFAI DEED-Warranty Corporate Rev.. April4 4,2021  Pagel lof2 Filel No.: 21-021    3328614 Page 2 of 4  In Witness Whereof, the said Grantor has caused this instrument to be executed in its name by its duly authorized officer and caused its corporate seal to be affixed the day and year first above written.  Quality Storageand Mini-Warehouses, Inc., a dissolved Florida corporation  President  A  Signed, sealed and deliveredi in our resence: Phdh  Wimess Signature Print Name: Dianne State of Florida County of Alachua  Witness Signature, Print Narhe:  CE  W. Hale  ALe  THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED before me by means of  physical presence or online notarization on April 5, 2021 by StacyStacy P. Girouard, as President, on ghk behalf of Quality Storage and Mini-Warehouses, Inc., a dissolved Florida corporation,(X ) who is personally known to me or( )who has produced a valid Florida drivers license as identification.  -  GUY GREGORYHALE Commission #GG2 265887 Expires October 19,2 2022  GUY GKEOK/AUANOTARYA PUBLIC    BondedT Thul TroyFainl Insurance 800-3 385-7019 My Commission Expires: 10-19-2022  FLFADEED-Waranty Corporate Rev. April 4,2 2021  Page2of2 File No.: 21-021    3328614 Page 3 of4  EXHIBIT "A" LEGAL DESCRIPTION  At tract of land lying in Section 9, Township 11 South, Range 18 East, Alachua County, Florida, being Commencing at the Southwest corner oft the SE 1/4 of Section 9, and thence run N 89°56'04" Ea along the South line of said Section 9, a distance of33.95 feet to a concrete Right-of-Way (R/W) monument on the Northerly R/W line of an old abandoned railroad; thence-run N 49°17'26" E along said Northerly R/W line, a distance of1 1104.09 feet to an iron pin at the Southwesterly cormer of lands as described in Official Records Book (O.R.B.)2388, page 653 oft the public records of Alachua County and the POINTOF BEGINNING; thence run N 49°19'01" E along said Northerly R/W line, a distance of 181.31 feet; thence runl N: 34°0931" W, a distance of2 226.59: feet tot the Southerly end ofa 60-footl R/W; thence run S 55050'29" W along the Southerly line ofs said R/W, a distance of30.00 feet to the Southwesterly corner of said R/W; thence run N 34°09'31" W along the Westerly side of said R/W, a distance of 17.24 feet; thence run S 55°50'29" W,a a distance of 138.04 feet to the Westerly line ofs said lands as described in O.R.B. 2388, page 653; thence run S3 31°32'28" Ealong said Westerly line, a distance of264.71 feet to Together with an easement for ingress, egress, and public utilities over and across the following described A1 tract of land lying in Section 9, Township 11 South, Range 181 East, Alachua County, Florida, being Commencing at the Southwest cormer oft the SE 1/4 of Section 9, and thence run. N 89°56'04" Ea alongt the South line ofsaid Section 9, a distance of33.95: feet to a concrete Right-of-Way (R/W) monument on the Northerly R/W line of an old abandoned railroad; thence run N 49°17'26" E along said Northerly R/W line, a distance of1104.09 feet to an iron pin at the Southwesterly corner of lands as described in Official Records Book (O.R.B.)2388, page 653 oft the public records of Alachua County, Florida; thence run N 31°32'28" W along the Westerly line ofs said lands as described in O.R.B. 2388, page 653, a distance of 553.10 feet tot the Southerly R/W line of State Road No. 24 and thel Northwest comer ofs said lands as described in O.R.B. 2388, page 653; thence run N 55°50'29" E: along the Southerly line of said R/W,a distance of 176.82 feet to the POINT OF BEGINNING; thence run S34°09/31" E, a distance of66.87 feet to the beginning ofa curve concave Westerly, having a radius of 12.00 feet, a central angle of 59059'18" and a chord bearing and distance of S 04°59'02" E, 12.001 feet; thence run Southerly along said curve, an arc distance of 12.56 feet to the end ofs said curve; thence run S: 25°49'47" W, a distance of 11.50 feet to the beginning ofa a curve concave Easterly, having ai radius of 72.00 feet, a central angle of 59059'18" and a chord bearing and distance of S 04°59'02" E,71.99 feet; thence run Southerly along said curve, an arc distance of 75.38 feet to the end ofs said curve; thence run S3 34°09/31" E, a distance of 159.97 feet; thence run N 55050'29" E, a distance of 60.00 feet; thence run N 34°09'31" W, a distance of 159.97 feet to the beginning of a curve concave Easterly, having a radius of 12.00 feet, a central angle of 59°59'18" and a chord bearing and distance ofN 04°59'02" W, 12.00 feet; thence run Northerly along  more particularly described as follows:  the POINT OF BEGINNING.  property:  more particularly described as follows:    3328614 Page 4 of4  said curve, an arc distançe of 12.56 feet to the end of said curve; thence runl N 25°49'47" E, a distance of 11.50 feet to thel beginning ofac curve concave Westerly, having a radius of 72.00 feet, a çentral angle of 59059'18" and a chord bearing and distance ofN 04°59'02" W, 71.99 feet; thence run Northerly along said curve, an arc distance of 75.38 feet to the end ofs said curve; thence run N 34°09'31" W,a distance of 66.87 feet to the aforementioned Southerly R/W line of State Road No. 24; thence run S 55°50'29" W along said Southerly R/W, a distance of 60.00: feet to thel POINT OF BEGINNING.    eda  consultants inc.  DRAINAGE DESIGN NOTES  for  Archer Road Storage  Engineer of Record: Claudia Vega, PE Cert. No. 51532  Project Site  Submitted to: City of Archer Suwannee River Water Management District Submitted:    eda  consultants inc.  DRAINAGE DESIGN NOTES  Prepared for Archer Road Storage  This item has been digitally signed and sealed by Claudia Vega, PE on the date Printed copies oft this document are not considered signed and sealed and the signature must be verified on any electronic copies. Professional Engineer of Record:  adjacent to the seal.  Claudia Vega, PE Cert. No. 51532    TABLE OF CONTENTS  Contents  Introduction Design Criteria Site Characteristics Drainage Analysis  Attachments  Attachment A Attachment B Attachment C Attachment D Attachment E Attachment F Attachment G Attachment H Attachment!  Geotechnical Report  Pre- and Post-Development Drainage Maps  Soils Map  Pre-Development PONDs Model Post-Development PONDS Model Recovery Analysis WQTVI PONDs Model  Time of Concentration Calculations BMP Trains Model Report    INTRODUCTION  The Archer Road Storage development consists of the construction of a vehicular storage site with The proposed project is located ini the City of Archer on tax parcel 04700-009-001. The address oft the project site is 15917 SW Archer Rd, Archer, FL 32618 and the Section, Township, and Range oft the project are S9, T11S, R18E. Figure 1-T Tax Parcel Mapl by Alachua County Property Appraiser shows thet tax parcel. Figure 2, oni the next page, shows an Aerial oft the  associated paving, grading, drainage, and utilityi improvements.  project site.  4700-9-4 1.17 a  o  4700.9-1 1.00   Archer Road Storage Project Site  00-6-2 5.59  AB  S  37  ROP  AR  Figure 1- Tax Parcel Map from Alachua County Property Appraiser    Project Site  Figure 2- Aerial of Project Site    DRAINAGE DESIGN NOTES  A. PROJECT NAME B. PROJECT LOCATION County: Alachua Sections: General Location:  Archer Road Storage City of Archer, Florida  9  Township: 11 South Range: 15917 SW Archer Road Archer, FL 32618  18 East  C. GENERAL PROJECT INFORMATION  The proposed development consists of the construction of a vehicular storage site with  associated paving, grading, drainage, and utility improvements.  D. DRAINAGE AND DESIGN CRITERIA  The design criteria for the proposed pond is based off of the Suwannee River Water Management District (SRWMD) Applicant Handbook Volume I& II, the Alachua County Stormwater Treatment Code (AC), and the City of Archer Land Development Code and AC40/PH0)SRWMDS10: All stormwater management systems must be designed to meet  Stormwater Criteria (Article IV, Section 21). 1.V Water Quality Treatment Volume (WQTV) the following applicable minimum treatment criteria:  1. Off-line Treatment: 0.5i inches of runof or 1.25 inches times impervious area, 2. On-line Treatment: 0.5i inch additional treatment volume over that required in off- AC407.91e)9: Water quality treatment volumes for retention basins must be recovered within 72 hours following the end oft the storm event, assuming average antecedent moisture conditions. For open lake and closed lake dry basins, total retention/detention volumes for storm events up to the 100-year, 24-hour, storm event, must be recovered within 14 days, following the end of the storm event, assuming average antecedent moisture conditions. For dry basins with no outfall, the above criteria for recovery shall apply or sufficient retention volume shall be provided above the stage of recovery at the end of 14 days for a subsequent 100-year, 24-hour SRWMD 5.1.2: Retention ponds shall comply with all applicable requirements of Parts II, III, and IV of this Volume. The bottom of retention ponds is not required to be flat. The lowest elevation oft the bottom of retention ponds shall be no less than one foot above the SHGWT. The retention pond shall have a minimum freeboard of one foot above the maximum stage in order toi function properly during storms greater than the design storm. Retention ponds shall be equipped with an emergency discharge system designed to pass runoff resulting from storm events larger than the design storm. Overflow structures shall be designed such that the top of  whichever is greater.  2. Recovery  storm event.  3. Freeboard and Overflow Criteria  the structure is below the top of the pond and above the maximum stage.  61Pag    4. Design Storms  SRWMD: 3.2: For projects which serve exclusively agricultural, forest, conservation, or recreational land uses, a design storm with a 10-year, 24-hour rainfall depth with SCS type II distribution falling on average antecedent moisture conditions shall be used. For projects which serve all other land uses, a design storm with 100-year critical duration rainfall depth with SCS type II distribution falling on average antecedent moisture conditions shall be used. The District requires specific storm events to be analyzed in order to determine the storm of critical duration. The storm frequency (return period) is the probability that a storm depth would be equaled or exceeded in a given period of time. The relationship between design storm frequency and duration and rainfall distribution data is provided in Appendix B. The applicant shall analyze the 100-year frequency (one percent annual chance). analysis oft the 1-,2-,4-,8-, AC Stormwater Treatment Code/SRWMD 5.9.3: For projects using retention Best Management Practices (e.g. a retention pond) in the Sensitive Karst Area, treat the first 1"d of runoff with one  and 24-hour durations for all stormwater systems.  5. Sensitive Karst Area  or more Low Impact Design techniques. E. SITE SOILS INFORMATION  ECS conducted a subsurface investigation on the site and summarized their findings in the report No. 35:21903 dated April 19, 2024. A copy oft the report is provided in Attachment A. The existing site is a partially developed lot with the northeastern portion cleared land and the southern and western border is heavily wooded. There are several existing containers and a mobile home trailer to be removed. Two of the storage containers will be kept and relocated.  F. EXISTING SITE CONDITIONS  G. DRAINAGE DESCRIPTION 1. Pre-development Conditions  The site has a topography ranging from an elevation of 94 to 921 feet and is located in a sensitive Karst area. There is one pre-development area, which sheet flows offsite to the southeast. The proposed stormwater conveyance system consists of one above ground dry retention basin with a 21 foot undercut of Archer Sand that will provide water quality treatment, recovery, and attenuation as required by the SRWMD, and City of Archer. The stormwater basin will self- contain, and will not discharge at any rate or volume due to the fact that the basin does not Pre and Post-development conditions have been met as required by the Suwannee River Water  2. Post-development Conditions  Management District and the City of Archer, Florida.  71Page    H. DRAINAGE DESIGN  1) PRE DEVELOPMENT DRAINAGE AREA PRE DRAINAGE AREA-1 Existing Impervious Open Space TOTALS Open Space CN  Area (sf) 4,641 43,486 48,126 %ofArea  Area (ac) 0.11 1.00 1.10 CN 39 61  Curve CN 98.0 47.7 52.6 Final CN 47.7  Type A (Open-Good condition) 60.40% Type B (Open-Good Condition) 39.60% 2) POST DEVELOPMENT DRAINAGE AREAS POST DRAINAGE AREA-1 Impervious Open Basin TOTALS  Area (sf) 20,856 16,323 10,948 48,126  Area (ac) 0.48 0.37 0.25 1.10  Curve CN 98.0 47.7 100.0 81.4  Runoff Coefficient 0.95 0.20 1.00 0.71  3) POST DEVELOPMENT BASIN STORAGE DATA  Basin 1 consists of a retention pond that complies with SRWMD and Alachua County criteria, with a minimum freeboard of one foot above the maximum stage in order to function properly during design storms. It will be equipped with an emergency discharge system designed to pass runoff resulting from storm events larger than  the design storm. Stage (MSL) 87.75 88.75 89.75 90.75 91.75 PERIMETER  Area (sf) 4710.01 5923.37 7210.55 8561.84 10947.90 492.58  Area (ac) 0.11 0.14 0.17 0.20 0.25 EQUIV.LENGTH  Volume (cf) 0 5,317 11,884 19,770 29,525 211.37  Volume (ac-ft) 0.00 0.12 0.27 0.45 0.68 EQUIV.V WIDTH  Karst Ele.  WQTV  Maintenance Path Elevation 34.92  4) WATER QUALITYTREATMENT VOLUME  Basin 1 provides water quality treatment volume per SRWMD and Alachua County criteria for dry retention basins. This criteria includes two thresholds, whichever of the twoi is greater plus an additional 0.50" over the  total drainage area for online dry retention systems:  Volume V1 = Volume V2: = Volume V3 =  0.50 inches over the total area, or 1.25 inches over the impervious area 0.50 inches over the total area  1/Page    Drainage Area DA1  Volume V1 (cf) 1417.73  Volume V2(cf) 2172.49  Volume V3(cf) 1417.73  Treat. Vol 3590.22  Treat. Vol Treat. Vol 5316.69  Required (cf) Provided (cf) Stage [Greater of V1 orV2) + V3  88.50  Treatment Volume Required  5) POST-TREATMENT SIZING AND NUTRIENT REMOVAL INPUT CALCULATIONS  Projects using retention BMPs within Sensitive Karst. Areas are required to treat the first inch ofr runoff from the project area with one or more lowi impact design techniques separate from the proposed dry retention basin(s). Pre-treatment sheet flows freely to the southwest. The post-treatment is provided by Post Drainage Area-1.  Requirement: =  1.00 inch over the total disturbed (non stormwater) project area  Impacted Karst Area (sf) 48,126  Volume 4,011  Volume 5,317  Required (cf) Provided (cf)  The program BMPTrains was utilized to analyze the nutrient removal efficiency of the proposed stormwater  treatment facility. The calculated inputs for each drainage area are below:  Pre Drainage Area 1 DCIA: Post Dev Drainage Area 1 (sf): 48,126 Provided Retention Depth Over the Drainage Area (in): 6) SUBSURFACE INVESTIGATION INFORMATION  9.6%  Post Drainage Area 1 DCIA: 43.34%  12.00  Based on the Soils Report No. 35:21903, dated April 19, 2024, prepared by ECS Florida, LLC., the recommendations of the soil characteristics fort the post development existing depressions are summarized  below:  Soil Report No. 35:21903 Post-Development Basin ID Post DA-1  Soil Boring Average Ground El. Depth of Confined layer (ft) Confined Layer Elevation Depth of Groundwater (ft) SHGWT Elevation Vertical Infiltration Rate (td) Safety Factor Design Vertical Rate (ft/d) Vertical Infiltration Rate of Undercut (ft/d) Safety Factor Design Vertical Infiltration Rate of Undercut (td) *Used' Vertical Infiltration Rate Horizontal Infiltration Rate Safety Factor Design Horizontal Rate (ft/d) Fillable porosity (%)  S-01-S-03 92.50 12.50 80.00 12.00 80.50 2.00 2.00 1.00 20.00 2.00 10.00 3.25 4.00 2.00 2.00 20.00  *Used vertical infiltration rate is the weighted average oft the vertical infiltration rate provided by the geotechnical report and the vertical infiltration rate of the undercut material (2' undercut  with Archer Sand).  21Paga    7) STRUCTURE INFORMATION  The stormwater management facilities do not require any structures for discharge. 8) RECOVERY OF TREATMENT VOLUME FOR DRY RETENTION SYSTEM  The criteria for the recovery of the system is the recovery of the required water quality volume within 72 hours  following the critical storm event. Total WQTV (ac-ft): Recovery Time (hrs): 9) STORM ROUTING RESULTS  Total Recovery  0.12 9.60  The computer program PONDS was used to route the critical design storms, the input data and results can be seen in Attachment E. The Runoff Area' is analyzed to compare the pre-existing runoff. Discharge rate and volume are non-existent with the proposed design because there is no structure for discharge.  PRE DA-1VS. POSTI DA-1 Rates Pre (cfs) Post (cfs) 2.35 0.00 2.15 0.00 1.56 0.00 1.92 0.00 0.69 0.00 Post DA-1 Basin 3A Stage Freeboard (ft) 89.77 1.98 90.13 1.62 90.56 1.19 90.76 1.00 90.70 1.05  Storm Event 100YR-01HR 100YR-02HR 100YR-04HR 100YR-08HR 100YR-24HR Storm Event 100YR-01HR 100YR-02HR 100YR-04HR 100YR-08HR 100YR-24HR 10) BASIN RECOVERY  Volumes Pre (ac-ft) Post (ac-ft) 0.08 0.13 0.20 0.28 0.48 Rate (cfs) 0.00 0.00 0.00 0.00 0.00  0.00 0.00 0.00 0.00 0.00 Volume (ac-ft) 0.00 0.00 0.00 0.00 0.00  One-half of the total volume within seven days following the end of each design storm event and the total  volume within 14 days following the end of each design storm event. Basin 1-1 Total Volume within Thirty Days Recovery Storm Half Recovery Recovery  Event 100YR-01HR 100YR-02HR 100YR-04HR 100YR-08HR 100YR-24HR  Stage (days) Time (days)  0.72 0.82 1.02 3.52 8.02  0.32 0.32 0.92  31Page    11) BASIN MAINTENANCE PLAN  The basin shall be mowed regularly to avoid excessive vegetative growth. Mowing schedule should be monthly Basin shall be cleaned out annually of any accumulated sedimentation buildup. Ift the basins are showing excessive sedimentation accumulation at the basin bottom, the basin bottom shall be scraped clean more often Basin side slopes shall be maintained with a good stand of grass. Seasonal grasses shall be planted to avoid Basins that do not drawdown properly and maintain standing water for an extended period of time may require remedial action. The engineer shall be notified to help coordinate remedial action in the event this occurs. The required landscaping shall be maintained in a sound condition at all times. Any dead landscaping materials  during winter months and more frequently (biweekly) during summer months.  as the condition dictates.  erosion (winter rye, summer millet).  shall be replaced immediately to assure public safety. Estimated Annual Maintenance Cost: $7,000.  4/Page    Attachment A  Geotechnical Report    ECS Florida, LLC Geotechnical Engineering Report Archer Road Storage - Stormwater  15917 SW Archer Road Archer, Alachua County, Florida ECS Project Number 35:35438  April 19, 2024  ECS    ECS ECS FLORIDA, LLC  "One Firm. One Mission. ."  Geolechnical . Construction Materals . Enviromental-Failes  April1 19,2024  Mr. Jerry Cechak Universe Transportation, LLC 10081 SWS 98th Ave. Gainesville, Florida 32608  ECS Project No. 35:35438 Client ID: 35:25UB-00  Reference: Geotechnical Engineering Report  Archer Road Storage - Stormwater 15917 SW Archer Road Archer, Alachua County, Florida  Dear Mr. Cechak:  ECS Florida, LLC (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our Proposal No. 35:21903, dated March 11, 2024. This report presents our understanding of the geotechnical aspects of the project, the results of the field exploration and laboratoryt testing conducted, and our recommendations to assist with earthwork construction. Ith has been our pleasure to be of service to Universe Transportation, LLC during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions ofs subsurface conditions madei for this report. Should youl have any questions concerning thei information contained int this report, ori ifv we can be off further assistance to you, please contact us.  Respectfully submitted, ECSF Florida, LLC. Jaq! Mueller, E.l. Jaus Geotechnical. Staff Project Manager mueler@eslimitedcom Bunfn huinn Brandon M. Quinn, P.E. Geotechnical Department Manager bauin@ecsimted.com Distribution:  Thisi item has been digitally signed and sealed by Corey Alan Dunlap ont the date Printed copies oft this document arer not considered: signed and sealed and the  adjacent to the seal.  signature must! be verified on any electronic copies.  rey A. Dunlop,PE Principal Engineer Registered Florida No. 77678 dunop@ecimied.om  Addressee  1pdf  5342.NW1B Drive Unisi0, Gainesville, FL32653 1352-221-9221 . ecslimited.com ECSH Florida, LC-EGSMIG-ABante. LICECST Midwest, LC-ECSSouthaast LPa:CSSouthwEs, LLP    Archer Roads Storage Stormwater ECS Project No.. 35:35438  April 19, 2024 Pagei  TABLE OF CONTENTS  EXECUTIVE SUMMARY 1.0 INTRODUCTION. 1.1 General. 1.2Scope Of Services. 1.3 Authorization.. 2.0 PROJECT INFORMATION 2.1 Project Location... 2.2 Site Conditions 2.3 Project Description. 3.0 FIELD EXPLORATION. 3.1 Field Exploration Program. 3.1.1 Hand Augers... 3.2 Regional/Site Geology 3.3 Soil Survey Mapping. 3.4 Karst Geology. 3.5 Subsurface Characterization 3.6 Groundwater Level. 4.0 LABORATORY TESTING.. 5.0 DESIGN RECOMMENDATIONS, 5.1 General. 5.2 Site Design Considerations. 5.2.1 Stormwater Management Facilities. 5.2.2 Borrow! Suitability.  O 10 10 10 11 2  6.0 CLOSING. APPENDICES  Appendix A-Drawings & Reports  Site Location Diagram Hand Auger Location Diagram Subsurface Cross-Section(s) Reference Notes for Hand. Augers Subsurface Exploration Procedure: Hand Auger Hand Auger Logs  Appendix B -Field Operations  Appendix C-I Laboratory' Testing  Laboratory Test Results Summary Permeability Test Results    Archer Road Storage Stormwater ECS Project No. 35:35438  April 19, 2024 Page 1  EXECUTIVE SUMMARY  The following summarizes the main findings of the exploration, particularly those that may havea cost impact on the planned development. Please refer to the complete report for more detailed ECS Florida, LLC (ECS) has completed the subsurface exploration for the proposed stormwater management facilityl located at 15917SW/ Archer Road, Archer, Alachua County, Florida. The project information summarized below is based exclusively on the information made available to us by Cathy Jackson with eda consultants inc. at the time of this report. Our findings, conclusion and  discussion.  recommendations are summarized below. PROJECT INFORMATION:  Site Location: Scope:  15917 SW Archer Road, Archer, Alachua County, Florida  Stormwater management facility  SUBSURFACE CONDITIONS:  Field Exploration: Three (3) hand augers for the proposed stormwater management Site Conditions: Developed site with existing shipping containers and other structures: scattered: acrosst thes site. The: area of the proposed: stormwater management facility is partially wooded with surface cover consisting of trees and grass.  facility augered to 151 feet below existing grade.  Probable Fill: Natural Soils: and SANDY FAT CLAY (CH). Groundwater: explored.  Not encountered within the depths of hand augers. FINE SAND (SP), FINE: SAND' WITH CLAY (SP-SC), CLAYEY SAND (SC) Not encountered at each hand auger location within the depths  DESIGN & CONSTRUCTION RECOMMENDATIONS:  Stormwater Management Facilities: Estimated bottom of basin depth: Base Elevation of Aquifer Vertical Infiltration Rate Horizontal Hydraulic Conductivity Specific Yield  = 4f feet beneath current grade =: 12.5 feet beneath current grade =2feet/day =4f feet/day =20%  Avg. Seasonal High Groundwater Table = 12.5 feet beneath current grade  Considering the results of the test hand augers, clayey soils (i.e. soils with greater than 15% soil fines) will likely be present ati the basin bottom. Therefore, we recommend the basin bottom and sidewalls be undercut ar minimum of2f feet and! backfilled withs sands and sands with silt (SP,SP-SM) having a maximum of 10% soil fines and a minimum vertical infiltration rate equal to that used for design. The intent of this undercutting and replacement is (1) to provide a uniform sand layer at the basin bottom that allows for lateral migration of water; (2) and reduce the potential for soil fines leaching out ofi the soils when standing wateri is present int thel basin which can result ina at thin layer of confining material on the basin bottom reducing the effectiveness of the basin. The  parameters above consider the undercut will be performed.    Archer Road: Storage- Stormwater ECS Project No. 35:35438  April 19,2024 Page2  1.0 INTRODUCTION  1.1 GENERAL  The purpose of this study was to provide geotechnical information to assist with stormwater management design. This report contains the resultsofours subsurface explorations: and laboratory testing programs, site characterization, engineering: analyses, and project recommendations. The recommendations developed for this report are based on project information supplied by  Cathy. Jackson with eda Consultants Inc. 1.2SCOPE OFS SERVICES  To obtain the necessary geotechnical information required for design:  Three (3) hand augers were performed to depths of 151 feet beneath grade in the area of Ala laboratory-testing program was also implemented to characterize the physical and engineering This report discusses our exploratoryand testing procedures, presents our findings and evaluations Al brief review and description of our field and laboratory test procedures and the results  the planned stormwater management facility.  properties of the subsurface soils. and includes thet following.  of testing conducted.  Areview of surface topographical features and site conditions. Areview of area and site geologic conditions. Final copies of our test hand auger logs.  Areview of subsurface soil stratigraphy with pertinent available physical properties. Recommendations for design and construction of stormwater management facilities. Recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills and delineation of potentially unsuitable soils and/or soils exhibiting excessive moisture ati the time ofs sampling.  1.3 AUTHORIZATION  Our services were provided in accordance with our Proposal No. 35:21903, dated March 11, 2024, as authorized by Kvetoslav (Jerry) Cechak on March 20, 2024, and includes the Terms and  Conditions of Service outlined with our Proposal.    Archer Road: Storage- Stormwater ECS Project No.. 35:35438  April 19, 2024 Page3  2.0 PROJECT INFORMATION  2.1 PROJECT LOCATION  The project sitei isl located: southwest oft the SW Archer Road and Southwest 154th Streeti intersection in Archer, Alachua County, Florida. The site is bordered to the north by commercial property and SW Archer Road, to the east by undeveloped cleared land, to the south by undeveloped wooded land and SW Archer Lane, and to the west by undeveloped wooded land. The general site location  is shown on the Site Location Diagram in Appendix A.  2.2 SITE CONDITIONS  At the time of our exploration, the site was developed with existing shipping containers and other structures scattered across the site. The area of the proposed stormwater management facility is partially wooded with surface cover consisting of trees and grass. Surface water was not observed Based on the site survey, we understand the site generally slopes downward to the south. Review of the Concept with Topo document prepared by eda consultants inc, dated March 2024, indicates the existing ground surface grades generally range from El. +921 to +931 feet (unknown datum). Two  on1 the site at the time of our exploration.  existing dry retention basins are located neart the project site.  2.3 PROJECT DESCRIPTION  Project information was provided by Cathy. Jackson withe eda consultants inc. via several discussions and an email dated March7, 2024. We were provided with a copy of as site plant fort the subject site, prepared by eda consultants inc. last dated March 4, 2024. This plani indicated the boundary limits for the property, the existing roadways adjacent to the site, the layout of the proposed We understand the proposed construction includes a stormwater management facility approximately 0.2 acres in size. The bottom of basin elevation for the stormwater management facility was not provided at the time of this report. The estimated bottom of basin depth used in Ifestimated project information varies from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project  construction, and the requested hand auger locations.  our analysis was 41 feet below existing grade.  information is incorrect so that we may reevaluate our recommendations.    Archer Roads Storage- Stormwater ECS Project No.. 35:35438  April: 19, 2024 Page4 4  3.0 FIELDI EXPLORATION  3.1 FIELD EXPLORATION PROGRAM  We performed at field exploration on March 29, 2024. The approximate hand auger locations are indicated on the attached Hand Auger Location Diagram in Appendix A. Our personnel determined the hand auger locations using readily available aerial photographs and handheld GPS capable devices. The hand auger locations on the referenced Hand Auger Location Diagram should be considered. accurate only to the degree implied by the method ofr measurement used.  3.1.1 Hand Augers  The: auger borings were performed manually by the use ofal hand auger andi in general accordance with the latest revision of ASTM D 1452, "Soil Investigation and Sampling by Auger Borings". Representative samples of the soils brought to the ground surface by the augering process were containerized and sealed, and transported to our laboratory where they were examined by our  engineer to verify the driller's field classification. 3.2 REGIONAL/SITE GEOLOGY  The site is located near the southwestern portion of Alachua County. This area of Alachua County maps as the Ocala Limestone geological region'. The following description is from the Geological  Survey.  Figure 3.2.1 Regional Geology  uEa  Thc  Qu Qu To  Qtr  Approximate Site Location  ts  To Th  Tc  Qu  TQU  To. Qu,  Thc  Thc  To - Ocala Limestone Dall and Harris (1892) referred to the limestones exposed near Ocala, Marion County, in central peninsular Florida as the Ocala Limestone. Puri (1953, 1957) elevatedt the Open-File Report 80,1 Thomas M. Scott, P.G. No. 99, Text to Accompany the Geological Map ofF Florida, Florida  Geological Survey, 2001.    Archer Roads Storage- Stormwater ECS Project No.. 35:35438  April 19,2024 Pages 5  Ocala Limestone to groups status recognizing its component formations ont the basis oft foraminiferal faunas (biozones). Scott (1991) reduced the Ocala Group to formational statusi in accordance with North American Stratigraphic Code (North American Commission on Stratigraphic Nomenclature, The Ocala Limestone consists of nearly pure limestones and occasional dolostones. It can be subdivided intol lower and upper facies on the basis ofl lithology. Thel lower member is composed of a_white to cream-colored, fine to medium grained, poorly to moderately indurated, very fossiliferous limestone (grainstone. and packstone). Thel lower facies may not! be present throughout the areal extent of the Ocala Limestone and may be partially to completely dolomitized in some regions (Miller, 1986). The upper facies is a white, poorly to well indurated, poorly sorted, very fossiliferous limestone (grainstone, packstone and wackestone). Silicified, limestone (chert) is common in the upper facies. Fossils present in the Ocala Limestone include abundant large and smaller foraminifers, echinoids, bryozoans, and mollusks. The large foraminifera Lepidocyclina sp. isa abundant in the upper facies and extremely limited in the lower facies. The presence of these The Ocala Limestone is at or near the surface within the Ocala Karst District int the west-central to northwestern peninsula and within the Dougherty Plain District in the North-central panhandle (Scott, in preparation). Int these areas, the Ocala Limestone exhibits extensive karstification. These karst features often have tens of feet (meters) ofr relief, dramaticaly influencing the topographyo of the Ocala Karst District and the Dougherty Plain District (Scott, in preparation). Numerous The permeable, highly transmissive carbonates of the Ocala Limestone form an important part of  (1983).  large foraminifers in the upper facies is quite distinctive.  disappearing streams and springs occur within these areas.  the FAS. Iti is one of the most permeable rock units in the FAS (Miller, 1986).  3.3 SOIL SURVEY MAPPING  Based on the Web Soil Survey for Alachua County, Florida, as prepared by the U.S. Department of Agriculture Natural Resource Conservation Service?, the predominant soil types existing within the site areaa are described int thei following table. Thes site areai isi illustrated superimposed ont thel USDA-  NRCS Soil Survey Mapi included as Figure 3.3.1:  2Soil Survey of Alachua County, Florida. Soil Conservation Service, U.S. Department of Agriculture.    Archer Road Storage- Stormwater ECS Project No.. 35:35438  April 19, 2024 Page 6  Figure 3.3.1 Soil Survey Map  Table! 3.3.1 Soil Survey Data  Estimated Level(4) >80  Soil ID  Hydrologic Seasonal High Soil Classification Groundwater A  Soil Type Arredondo fine percent slopes 3.4 KARST GEOLOGY  Typical Profile Oto 62 inches: fine sand 69t to 80 inches: sandy clay  Hydrology Well  3 sand,Oto5 62t to 69 inches: loamy fines sand drained (1) Inches! below ground surface att time ofs survey.  The sitei is located in an area of North Central Florida known to have karst geology. Karst terrain is characterized by voids, soil domes, soil raveling, interrupted drainage, disappearing streams, and topographical features such as sinkholes and closed depressions. These features are the result of the dissolution of soluble bedrock such as limestone by groundwater and/or the infiltration of As water enters fractures, bedding planes, and other bedrock discontinuities within soluble bedrock, its slowly dissolves the rockande enlarges the discontinuities. Over geologic time, this results int the formation ofs solution channels or underground passages andr ravineswhich may developi into surficial manifestations such as sinkholes and closed depressions. The dissolution of bedrock is generally a very slow process. However, soil may be eroded or raveled into the enlarged bedrock fractures, creating soil domes. Eventually, soil in these features can be lost through groundwater movement, resulting in surface depressions and potential sudden ground subsidence.  surface water.    Archer Road: Storage Stormwater ECS Project No.. 35:35438  April 19, 2024 Page7  The soils derived from and overlying the carbonate bedrock are typically a clayey and silty soil with varying amounts of sand and rock fragments. The bedrock within the general geographic region is characterized byj jointed and faulted soluble carbonate lithologies interbedded with non-carbonate lithologies. These carbonate formations are generally moderately to highly solution prone. The degree of weathering or solutioning is often controlled byl lithological variations and structural orientations. Where structural discontinuities intersect or in areas which are highly fractured, solutioning is intensified creating low areas and seams that are typically filled with residual clayey soils. Conversely, more competent, high areas represent slightly- to non-fractured lithologies that The underlying carbonate formations oft the projetgeographnicarea are: susceptiblet tol Karst-related sinkhole development. Dry retention ponds are especially susceptible due to the concentrated infiltration area of stormwater which can accelerate the development of sinkholes. Contributing characteristics and factors controlling the development include subsurface structural deformation, joint sets, and thick carbonate bedding within the area. The hand augers did not reveal overt signs ofs soils associated with karst activity or carbonate rocks within the depths explored. No subsidence incidents are within three miles to the subject site according to the FDEP map. A walking tour of the site was performed. Close depressions or open collapses that appeared to be This geotechnical analysis of thes site was noti intended to evaluate the subsurface for potential karst conditions. ECS would be happyt to prepare a proposal fort these services upon request.  are often coarser grained and only slightly solution prone.  related to karst activity were not observed.  3.5 SUBSURFACE CHARACTERZATION  The subsurface conditions encountered were generally consistent with published soil survey information and geological mapping. A graphical presentation of the generalized subsurface conditions is presented on the Generalized Subsurface Profiles. Detailed hand auger records are included in Appendix B. Its should be understood that the soil conditions will vary! between the hand auger locations. The following table summarizes the soil conditions encountered.  Table 3.4.1 Subsurface Stratigraphy  Approximate Depth Range Stratum (ft) Oto0.25 0.25to5 2.5to15 10to15  Description Topsoil: 3i inches  N/A Deeper topsoil or organic laden soils are mostl likely present in wet, poorly  drained areas and potentially unexplored areas oft thes site. FINE SAND, FINE SANDI WITH CLAY (SP, SP-SC), Moist  II III  CLAYEY SAND (SC), Moist SANDYFATCLAY (CH), Moist    Archer Road Storage- Stormwater ECS Project No. 35:35438 3.6 GROUNDWATER LEVEL  April 19,2024 Page8  Measured Groundwater: Groundwater was not encountered at each hand auger location within the depths explored. We note that groundwater levels will fluctuate due to seasonal climatic variations, surface water runoff patterns, construction operations, and other interrelated factors. The groundwater depth at each! hand auger locationi is noted ont the Generalized Subsurface Profiles Estimated Seasonal High Groundwater: The normal seasonal high groundwater level is affected by ar number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of Based on our interpretation of the site conditions, including the boring logs and Soil Survey information, we estimatet the seasonal high groundwater table willl be a perched condition that will temporarily develop on top of the clay soils after periods of intense or sustained seasonal rainfall. Based on the borings performed at the site, we estimate the perched seasonal high groundwater table will range between 10 feet and greater than 15 feet beneath existing ground surface. It is possible that groundwater levels may exceed the estimated seasonal high groundwater levels as a  and on the Soil Hand Auger Logs.  the more important factors influencing the seasonal high groundwater level.  result ofs significant or prolonged rains.    Archer Road Storage- Stormwater ECS Project No.. 35:35438  April 19,2024 Pages 9  40LABORATORYTESTING  The laboratory testing performed by ECS for this project consisted ofs selected tests performed on samples obtained during our field exploration operations. Thei following paragraphs briefly discuss The samples from the hand augers were visually classified on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTMD D 2488. Additionally, thet following laboratory tests were performed to aid in classifying the soils and Three (3) percent soil fines passing the No. 200 sieve determinations (ASTMD1140) Three (3) natural moisture content determinations (ASTMD2216) Three (3) coefficient of permeability test (FM5-513)  the results of the completed laboratoryt testing program.  to further evaluate their engineering properties:  The laboratory tests indicate the tested soils consist of clayey sand and clayey sand/sandyi fat clay. The tested clayey sand contains approximately: 34t to 49 percent soilf fines, naturalmoisture contents of about 16 to 18 percent, and a hydraulic conductivity value of approximately The results oft thel laboratory testing are: shown int the Summary of Laboratory Test Datai included in  0.15to2.4f feet per day.  Appendix C.    Archer Road Storage- Stormwater ECS Project No. 35:35438  April 19, 2024 Page 10  5.01 DESIGN RECOMMENDATIONS  5.1 GENERAL  Our geotechnical engineering evaluation of thes site and subsurface conditions at the property, with respect to the planned construction and our recommendations for site preparation are based on (1) our site observations, (2) the field and laboratory test data obtained, (3) our understanding of the project information as presented in this report, and (4) our experience with similar soil Ifthe stated gradingconditions: arei incorrect or should thel location ofthe stormwater management facility be changed, please contact us sO that we can review our recommendations. Also, the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriatet for the planned construction. Wer recommend that ECS be provided the opportunity to review the earthwork specifications to verify that our recommendations have  conditions.  been properly interpreted andi implemented. 5.2 SITE DESIGN CONSIDERATIONS 5.2.1 Stormwater Management Facilities 5.2.1.1 Soil Parameters for Design  Considering the findings of the test hand augers, laboratory tests, review of readily published information, and our experience with these types of soils, we recommend the following soil  parameters be used for stormwater design.  Estimated bottom of basin depth equal to 41 feet beneath current grade.  Base elevation of effective or mobilized aquifer (average depth of confining layer) equal to  12.51 feet beneath current grade.  Unsaturated vertical infiltration rate of 2 feet per day. Horizontal hydraulic conductivity equal to 41 feet per day. Specific yield (fillable porosity) of 20 percent.  Average seasonal high groundwater table depth equal to 12.51 feet beneath current grade. The measured permeability/vertica infiltration rates should not be construed to represent the actual pond exfiltration rate. For pond design calculations, we recommend a factor of safety be applied to the above permeability/vertical infiltration rate value(s) to account for remolding and compaction of the natural soils and/or disturbance and surface smearing during construction. Undercutting: Considering the results of the test hand augers, clayey soils (i.e. soils with greater than 15% soilf fines) willl likely be present at thel basin bottom. Therefore, we recommend the basin bottom and sidewalls be undercut a minimum of 2 feet and backfilled with sands and sands with silt (SP, SP-SM) having a maximum of 10% soil fines and a minimum vertical infiltration rate equal    Archer Road Storage Stormwater ECS Project No.. 35:35438  April1 19, 2024 Page 11  tot that used for design. Thei intent of this undercutting and replacement is (1) to provide a uniform sand layer at the basin bottom that allows for lateral migration of water; (2) and reduce the potential for soil fines leaching out of the soils when standing water is present in the basin which can result in a thin layer of confining material on the basin bottom reducing the effectiveness of  the basin. The parameters above consider the undercut willl be performed.  5.2.2 Borrow Suitability  Based on the hand auger results and classification oft the soil samples, soils ranging from sands to clays are expected to be excavated from the site, in particular the stormwater management areas. A description of each soil type that could be excavated from the site with respect to fill suitability  is presented below:  The sands (SP) and sands with clay (SP-SC) are considered acceptable for use as fill soil. These soils were encountered in the hand augers from 0 to 5 feet beneath the existing ground surface. The soils containing surficial organic material will require removal and are unsuitable as structural fill. The organic soils could be used in landscape berms. The clayey sands (SC) having a maximum of 30 percent soil fines may also be used as structural fill; however, we note that these soils will be more difficult to compact due to their tendency to retain soil moisture and they will likely require drying. Depending on the anticipated time for completing the site work portion of the project and the drying time required to reduce the potential for pumping and yielding oft these soils during placement and compaction operations, these soils may not be feasible for use as fill material. Soils containing surficial organic material (topsoil) will require removal, and are considered unsuitable for use as embankment fill. The organic soils may be used in landscape berms. Clayey sands with greater than 30 percent soil fines are especially moisture sensitive and typically at least marginally plastic. We do not recommend using clayey soils with greater than 30 percent soil fines as structural fill unless these materials are thoroughly mixed with sandy soils. We can provide soil mixing recommendations to engineer more suitable fill We do not recommend reuse of sandy clays to clays (CL or CH) as structural fill material Its should be anticipated that the soils excavated from below the groundwater level will have moisture contents in excess of the Modified Proctor optimum moisture content.. Any reuse oft these materials willl likely require stockpiling or spreading to draint the excess moisture. Generally, the wet soils should be dried to bring the soil moisture content within +2 percent of the soil's optimum  materials aty your request.  because of their high plasticity and high affinity for moisture.  moisture content (ASTM D1557) tot facilitate placement and compaction.    Archer Road. Storage Stormwater ECS Project No. 35:35438  April 19,2024 Page 12  6.0CLOSING  Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. ECS is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained int this report. Ours scope ofservices wasi intended1 to evaluatet thes soil conditions withini the zone of soil influenced by the proposed stormwater management facilities. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil hand This report does not reflect any variations that may occur adjacent to or between: soil hand augers. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation. Ifany of the project description information discussedi ini this report isi inaccurate, either due to our interpretationoft the documents provided or site or design changes thatmay occur later, ECSs should bec contactedimmedatelyso we can review the reporti in light of the changes and providea additional or alternate recommendations as may be required to reflect the proposed construction. We recommend that ECS be allowed to review the project's plans and specifications pertaining to our work 50 that we may ascertain consistency of those plans/specifications with the intent of the Field observations, monitoring, and quality assurance testing during earthwork: are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data int this  augers.  geotechnical report.  report.    APPENDIX A - Figures  Site Location Diagram Hand Auger Location Diagram Subsurface Cross-Section(s)    M 5 S 8     Service Layer ERGGS. HERE, Garmin, (LOpenstreeMap  93   o  5 6  :    PARCEL ENTIFIÇARON NOE  S03  04700-009-001 acre as syreyed  1.00+  -4-8'x45' storgge, container  6 -   S  So  Legend  (S)Approximate Hand Auger Locations - % Approximate Cross-Section Location  0  25  ARV Feet  AVZS  ENGINEER BMQ SCALE AS NOTED PROJECT NO. 35:35438 FIGURE 2 DATE 3/25/2024  HAND AUGER LOCATION DIAGRAM ARCHER ROAD STORAGE - 15917 SW ARCHER ROAD, ARCHER, FLORIDA UNIVERSE TRANSPORTATION, LLC  ECS    Eo-S.  zSPL  zo-S.  LE'8L  1oS.  : lo    APPENDIX B - Field Operations Reference Notes for Hand Augers Subsurface Exploration Procedure: Hand Augers Hand Auger Logs    ECS ECS FLORIDA, LLC  "One Firm. One Mission"  Geotechnical- . Construction Materals-E Environmental. Facilities  FIELD EXPLORATION PROCEDURES  Hand Auger Boring  The auger borings were performed manually by the use of a hand auger andi in general accordance with the latest revision of ASTM D 1452, "Soil Investigation and Sampling by Auger Borings". Representative samples of the soils brought to the ground surface by the augering process were containerized and sealed, and transported to our laboratory where they were examined by our  engineer to verify the driller's field classification.    ECS  REFERENCE NOTES FOR BORING LOGS  MATERIAL'2  DRILLING SAMPLING SYMBOLS & ABBREVIATIONS  SS Split Spoon Sampler ST Shelby" Tube Sampler WS Wash Sample BS Bulk Sample of Cuttings PA Power Auger (nos sample) HSA Hollow Stem Auger DESIGNATION Boulders Cobbles Gravel: Coarse Fine Sand: Coarse Fine  PM Pressuremeter Test RD Rock Bit Drilling RC Rock Core, NX, BX,AX REC Rock Sample Recovery' % RQD Rock Quality Designation %  ASPHALT CONCRETE GRAVEL TOPSOIL VOID BRICK  PARTICLE SIZE IDENTIFICATION PARTICLE SIZES 12i inches (300r mm) orl larger 3i inches to 12i inches (75 mmi to 300 mm) Xi inch to 3i inches (19 mm to 75r mm) 4.75r mmi to1 19 mm (No. 45 sieve to %i inch) 2.00 mmi to4 4.75 mm (No. 10t tol No. 4 sieve) Medium 0.425r mmi to 2.00 mm (No. 40t to No. 10 sieve) 0.074r mmt to 0.425r mm (No. 200 to No. 40 sieve)  AGGREGATE BASE COURSE GW WELL-GRADED GRAVEL gravel-sand mixtures, little or nof fines GP POORLY-GRADED GRAVEL gravel-sand mixtures, little or nof fines GM SILTY GRAVEL gravel-sand-silt: mixtures GC CLAYEY GRAVEL gravel-sand-clayl mixtures SW WELL-GRADED SAND gravellys sand, little orr nof fines SP POORLY-GRADED SAND gravellys sand, little orr not fines SM SILTYSAND sand-silt mixtures SC CLAYEY: SAND sand-clay mixtures ML SILT non-plastic ton medium plasticity MH ELASTIC SILT high plasticity CL LEAN CLAY lowt tor medium plasticity CH FAT CLAY high plasticity OL ORGANIC SILT or CLAY non-plastic tol low plasticity OH ORGANIC SILT or CLAY high plasticity highly organic soils  Silt & Clay ("Fines") <0.074 mm COHESIVE SILTS & CLAYS UNCONFINED COMPRESSIVE SPTS CONSISTENCY STRENGTH,QP+ (BPF). (COHESIVE) <0.25 0.25-<0.50 2-4 0.50-<1.00 5-8 1.00-<2.00 9-15 2.00-<4.00 16-30 Very Stiff 4.00-8.00 31-50 >8.00 GRAVELS, SANDS &1 NON-COHESIVE SILTS SPTS <5 5-10 11-30 31-50 >50  No. 200 sieve) AMOUNT' Trace With Adjective (ex:" "Silty)  (smaller than aN  COARSE FINE (%)* <5 10-20 10-25 25-45 30-45  RELATIVE GRAINED GRAINED  (%) <5  <2  Very Soft Soft Firm Stiff Hard Very Hard DENSITY Veryl Loose Loose Medium Dense Dense Very Dense  >50  WATERI LEVELS' WL (First Encountered) WL (Completion) WL (Seasonal High Water) WL (Stabilized)  FILL ANDI ROCK  M * PT PEAT %6  FILL  POSSIBLE FILL  PROBABLE FILL  ROCK  Classifications ands symbols per ASTMD2488-17 (Visual-Manuall Procedure) unless noted otherwise. Non-ASTM designations arei includedi ins soilo descriptions ands symbois along with ASTM symbol [Ex: (SM-FILL) 4Typically estimated viap pocketp penetrometer or Torvanes shear testa ande expressed int tons pers squaret foot (tsf).  2To be consistenty with general practice, "POORLY GRADED" has been removedf from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soilt types ont thet boring logs. Standard Penetration Test (SPT) refers to ther number ofh hammer blows (blow count)o ofa 1401 Ib. hammer falling 30i inches on a2i inch ODs splits spoons sampler required to drive thes sampler 12i inches (ASTMD D 1586). "N-value" is anothert termf for" "blow count" andi is expressedi in! biows perf foot (bpf). SPT correiations per7 7.4.2N MethodB SThev water levels aret those levels actuallyr measuredi int thet borehole att thet timesi indicated byt thes symbal. Ther measurements are relatively reliable when augering, without addingf fluids, ing granular soils. In clay and cohesives silts, the determination of water levels may require several daysf fort the  andr needt tol bec correctedi if using ana autol hammer.: 'Minoro deviationf from/ ASTMD D2 2488-17 Note 14. Percentages aree estimated tot ther nearest 5%p per ASTMD2488-17. Reference! Notes for Boring Logs (09-02-2021)doc  water levelt tos stabilize. Ins such cases, additional methods ofr measurement: areg generallye employed.  02 2021 ECS Corporate Services, LLC. AII Rights Reserved    CLIENT: Universe Transportation, LLC PROJECT NAME: Archer Road Storage Stormwater SITE LOCATION: 15917 sW Archer Road, Archer, Florida, 32618 LATITUDE:  PROJECT NO.: 35:35438 HAND/ AUGER NO.S S-01 LONGITUDE:  SHEET: 1of1 SURFACE ELEVATION: 92 STATION: -82.512150  29.539513  DESCRIPTION OFI MATERIAL  8  Topsoil- -3i inches (SP) FINE: SAND, brown, moist (SP) FINE! SAND, light brown, moist  S-1  S-2  (SC) CLAYEY FINE SAND, gray, orange, and red, moist  K=1.811 ft/day 5 87-  S-3  49 16.4  10- 82  S-4  N 15 REMARKS:  (CH) SANDY FAT CLAY, gray: andr red, moist  S-5  END OF HAND AUGER AT 15FT  THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRYL LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL  EXCAVATION EFFORT:E- EASY M- MEDIUMD D- DIFFICULT VD- -VERY DIFFICULT y WL (Seasonal High) 13.50 ECSREP:  M WL (First Encountered) WL (Completion)  DATE COMPLETED: UNITS: CAVE-IN-DEPTH:  NE  JNM  Mar 292 2024  English Not Observed  HAND AUGER LOG    CLIENT: Universe Transportation, LLC PROJECT NAME: Archer Road Storage- Stormwater SITEL LOCATION: 159175 SW Archer Road, Archer, Florida, 32618 LATITUDE:  PROJECT NO.: 35:35438 HAND AUGERI NO.: S-02 LONGITUDE:  SHEET: 1ofi SURFACE ELEVATION: 93 STATION: 82.511953  29.539525  DESCRIPTION OF MATERIAL  Topsoil- 3i inches (SP) FINE SAND, brown, moist (SP) FINE SAND, light brown, moist  S-1 S-2 S-3  (SC) CLAYEY FINE: SAND, orangish tan, moist (SC) CLAYEY FINE! SAND, gray, orange, and red, moist  K=2.38ft/day  45 17.7  5 88  S-4  5-5  10 N 83  (CH) SANDY FAT CLAY, gray, orange, andr red, moist  S-6  (SC) CLAYEY FINE SAND, orange and red, moist  5-7  15 REMARKS:  END OF HAND AUGER. AT 15FT  THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRYI LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL  EXCAVATION EFFORTE-EASYI M- MEDIUMD D- DIFFICULT VD- -VERY DIFFICULT  M WL( (First Encountered) WL (Completion)  y WL (Seasonal High)  10.00 ECSREP: JNM HAND AUGER LOG  DATE COMPLETED: UNITS: CAVE-IN-DEPTH:  NE  Mar 292 2024  English Not Observed    CLIENT: Universe Transportation, LLC PROJECT NAME: Archer Road! Storage Stormwater SITE LOCATION: 159175 SW Archer Road, Archer, Florida, 32618 LATITUDE:  PROJECT NO.: 35:35438 HANDA AUGERI NO.: 5-03 LONGITUDE:  SHEET: 1of1 SURFACE ELEVATION: 92 STATION: 82.511844  29.539697  DESCRIPTION OF MATERIAL  Topsoil- -3i inches (SP) FINE SAND, dark brown, moist (SP) FINE SAND, light brown and brown, moist  S-1 S-2  (SP-SC) FINE SAND WITH CLAY, tan, moist  S-3  5- 87-  (SC) CLAYEYF FINE SAND, gray, red, ando orange, moist  K=0.15/day  34 17.4  10- 82  S-4  15 REMARKS:  END OF HAND AUGER AT 15FT  THE STRATIFICATIONI LINES REPRESENT THE APPROXIMATE BOUNDRY LINESE BETWEEN: SOIL TYPES. IN-SITUTHE TRANSITION MAY BE GRADUAL  EXCAVATION: EFFORT: E- EASYN M- MEDIUMD- DIFFICULT VD- -VERY DIFFICULT y WL (Seasonal High) >15ft ECSREP:  L WL (First Encountered) WL( (Completion)  DATE COMPLETED: UNITS: CAVE-IN-DEPTH:  NE  JNM  Mar 292 2024  English Not Observed  HAND AUGER LOG    APPENDIC-labonatony Testing Laboratory Test Results! Summary Permeability Test Results    a a d  6 e 0    4 C  2 6 3    ECS FLORIDA, LLC  anug a Standanti fhc Sey une  ECS  Gnotircs SuEs sncan Aiapats vorgae  PERMEABILITY OF GRANULAR SOILS (CONSTANT HEAD METHOD)  Project No.: Location: S-01 Description:  35438  Tested By:  DS  4/17/2024  6.51 feet- -7.5f feet  From: Pushed Tube  Project: Archer Road Storage Stormwater Client: Universe Transportation, LLC Wt. of Sample + Mold= = 1513.85 Weight of Mold= = 438.35 Weight of Sample: = 1075.5  Height, cm: =. 14.88 Diameter, cm: = 7.26 Mold Number: = Tube Test Number = N/A  Area, cm2=_ 41.45  91.44  Time Minutes Seconds Temperature Volume, ml Permeability  Kt= QL/thA  3:00PM 3:10 PM 3:20P PM 3:30PM 3:40PM 3:50PM 4:00PM  0 10 20 30 40 50 60  0 600 1200 1800 2400 3000 3600  22 22 22 22 22 22  98.5 199.6 306.4 414.0 521.4 630.6  6.145E-04 6.225E-04 6.372E-04 6.456E-04 6.506E-04 6.557E-04 1.81  Where: Kt= = coefficient of permeability: at temperature, T Q= volume of discharge, cm3 L=length of soil sample, cm t=t time, sec h= total head, cm A= cross-section area, cm2  Average Permeability, K20, cm/sec=_ 6.38E-04 Average Permeability, K20, ft/day = Average Permeability, K20, in/hour= 9.04E-01  Dry Density: = 93.4 pcf  Moisture: = 16.5  K20-[UUU20kt Where:  0.00066 0.000655 0.00065 0.000645 0.00064 0.000635 0.00063 0.000625 0.00062 0.000615 0.00061  Ut= Viscosity of water att temp, T U20: = Viscosity of water at: 20C  0 300 600 900 1200 1500 1800 2100 2400 2700 3000 3300 3600  7064 Davis Creek Road Jacksonville, FL: 32256 (904) 880-0960 Office (904) 880-0970 Fax Number    ECS FLORIDA, LLC  Seringzna Stamsardtion SAnusa  ECS  Geonnicals Constrcons Matcnalse Enorra-chw,  PERMEABILITY OF GRANULAR SOILS (CONSTANT HEAD METHOD)  Project No.: Location: S-02 Description:  35438  Tested By:  DS  4/17/2024  41 feet- 5f feet  From: Pushed Tube  Project: Archer Road Storage Stormwater Client: Universe Transportation, LLC Wt. of Sample + Mold = 1370.3 Weight of! Mold= 391.2 Weight of Sample: = 979.1  Height, cm: = 14.12 Diameter, cm: = 7.32 Mold Number= Tube Test Number: = N/A  Area, cm2: = 42.03  91.44  Time Minutes Seconds Temperature Volume, ml Permeability  Kt= QL/thA  3:00 PM 3:10 PM 3:20PM 3:30PM 3:40 PM 3:50 PM 4:00PM  0 10 20 30 40 50 60  0 600 1200 1800 2400 3000 3600  22 22 22 22 22 22  140.9 283.7 429.7 578.0 728.9 880.1  8.225E-04 8.279E-04 8.361E-04 8.435E-04 8.510E-04 8.562E-04  Where: Kt = coefficient of permeability at temperature,T Q= volume of discharge, cm3 L=I length ofs soil sample, cm t=t time, sec h= total head, cm A= cross-s section area, cm2  Average Permeability, K20, cm/sec= 8.40E-04 Average Permeability, K20, ft/day = 2.38 Average Permeability, K20, in/hour = 1.19E+00  Dry Density = 87.1 pcf  Moisture: =  18.2  K20-[UUU20/KE Where:  0.00086 0.000855 0.00085 0.000845 0.00084 0.000835 0.00083 0.000825 0.00082  Ut= Viscosity of water at temp, T U20: = Viscosity of water at 20C  0 300 600 900 1200 1500 1800 2100 2400 2700 3000 3300 3600  7064 Davis Creek Road Jacksonville, FL: 32256 (904)880-0960 Office (904) 880-0970 Fax Number    ECS FLORIDA, LLC  SHy:  Pes ia Svis"  ECS  Saricals CnAbn k PrNa-ek  PERMEABILITY OF GRANULAR SOILS (CONSTANT HEAD METHOD)  Project No.: Location: S3 Description:  35438  Tested By:  DS  4/17/2024  5'-6'  From: Pushed Tube  Project: Archer Road Storage Stormwater Client: Universe Transportation, LLC Wt. of Sample + Mold: = 1148.25 Weight of Mold= = 444.6 Weight of Sample: = 703.65  Height, cm: = 8.83 Diameter, cm: - 7.06 Mold Number: = Tube Test Number: = N/A  Area, cm2 = 39.16  91.44  Time Minutes Seconds Temperature Volume, ml Permeability  Kt= QL/thA  3:00PM 3:10PM 3:20PM 3:30PM 3:40F PM 3:50P PM 4:00PM  0 10 20 30 40 50 60  0 600 1200 1800 2400 3000 3600  22 22 22 22 22 22  14.5 27.4 39.9 51.9 63.2 74.0  5.663E-05 5.369E-05 5.212E-05 5.085E-05 4.954E-05 4.830E-05  Where: Kt= coefficient of permeability at temperature, .T Q= volume of discharge, cm3 L=I length ofs soil sample, cm t=t time, sec h= total head, cm A= cross-section: area, cm2  Average Permeability, K20, cm/sec= 5.19E-05 Average Permeability, K20, ft/day = 0.15 Average Permeability, K20, in/hour= 7.35E-02  Dry Density = 108.1 pcf  Moisture: = 17.4  K20-[UUU20/Kt Where:  0.000058 0.000057 0.000056 0.000055 0.000054 0.000053 0.000052 0.000051 0.00005 0.000049 0.000048 0.000047  Ut= Viscosity of water at temp, T U20: = Viscosity of water at 20C  0 300 600 900 1200 1500 1800 2100 2400 2700 3000 3300 3600  7064 Davis Creek Road Jacksonville, FL: 32256 (904) 880-0960 Office (904) 880-0970 Fax Number    Attachment B  Pre- and Post-Development Drainage Maps    - a    A  n    Attachment C  Soils Map    Hydrologic Soil Group--Alachua County, Florida  353380  353410  353-40  353470  353500  353530  353560  353590  32'30N  29°3230N  S0ESSPpXPARGNA at-Chisscale  29° 32'20-N  29°32'20N 353590  353380  353410  353440  353470 353500 Meters 30 120 eet 200 300 Web Soil Survey National Cooperative Soil Survey  353560  Map Scale: A6fpmtadonApotat: (8.5"x11")s sheet.  100  Mapp projection: WebN Mervator Comero coordinates: WGS84 Edgetics: UTMZone1 17NW WGS84  USDA Natural Resources Conservation Service  4/23/2024 Page1 1of4    -  DE o de  8.808  < de  RE22283 an    Hydrologic Soil Group- Alachua County, Florida  Hydrologic Soil Group  Map unit symbol 3 30  Map unit name Arredondo fine sand,0 A to5p percent slopes Kendrick sand,2to5 B percents slopes  Rating  Acres in AOI  Percent of AOI  3.0 2.0 5.0  60.4% 39.6% 100.0%  Totals for Area ofl Interest  Description  Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one off four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having al high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have al high rate of water Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slowi infiltration rate when thoroughly wet. These consist chiefly of soils having al layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have al high shrink-swell potential, soils that have al high watert table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Ifa soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils thati in their natural condition are in group D are assigned to dual classes.  precipitation from long-duration storms.  transmission.  water transmission.  Rating Options  Aggregation Method: Dominant Condition  USDA Natural Resources Conservation Service  Web! Soil Survey National Cooperative Soil Survey  4/23/2024 Page 3of4    Hydrologic Soil Group--Alachua County, Florida  Component Percent Cutoff: None Specified Tie-break Rule: Higher  USDA Natural Resources Conservation Service  Web Soil Survey National Cooperative Soil Survey  4/23/2024 Page 4 of4    Attachment D  Pre-Development PONDs Model    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Project Data  Project Name: Simulation Description: Project Number: Engineer : Date: Aquifer Data  Archer Road Trailer Storage  AVC 06-05-2024  Supervising Engineer: CSV  Base Of Aquifer Elevation, [B] (ft datum): Water Table Elevation, [WTJ (ft datum): Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day): Fillable Porosity, Inj (%): Unsaturated Vertical Infiltration Rate, [M (ft/day): Maximum Area For Unsaturated Infiltration, [Av] ():  80.00 80.50 2.00 20.00 3.25 10947.9  Geometry Data  Equivalent Pond Length, [LI(): Equivalent Pond Width, [WI():  211.4 34.9  Ground water mound is expected toi intersect the pond bottom  Stage Vs Area Data  Stage (to datum) 87.75 88.75 89.75 90.75 91.75  Area (#2) 4710.0 5923.4 7210.6 8561.8 10947.9  Discharge Structures  Discharge Structure #1 is inactive Discharge Structure #2 is inactive Discharge Structure #3 is inactive  Archer Road Trailer Storage  06-05-2024 12:05:19 Page 1    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data  Scenario 1 : PRE-1hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Notr routed Repetitions: Basin Area (acres) Time Of Concentration (minutes) 11.4 DCIA (%) Curve Number Design Rainfall Depth (inches) 4.4 Design Rainfall Duration (hours) 1.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000  1  1.100 9.6 52.6 UHG4 484 FDOT1 1H Hour  Initial ground water level (td datum) 80.50 (default)  Time After Storm Event (days) 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000  Time After Storm Event (days) 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000  Time After Storm Event (days) 24.250 24.500 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:05:21 Page2    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 2 : PRE-2hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Not routed Repetitions: Basin Area (acres) Time Of Concentration (minutes) 11.4 DCIA (%6) Curve Number Design Rainfall Depth (inches) 5.4 Design Rainfall Duration (hours) 2.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000  1  1.100 9.6 52.6 UHG484 FDOT2H Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000  Time After Storm Event (days) 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000  Time After Storm Event (days) 24.250 24.500 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:05:21 Page 3    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 3 : PRE-4hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Notr routed Repetitions: Basin Area (acres) Time Of Concentration (minutes) 11.4 DCIA (%) Curve Number Design Rainfall Depth (inches) 6.7 Design Rainfall Duration (hours) 4.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000  1  1.100 9.6 52.6 UHG4 484 FDOT 41 Hour  Initial ground water level (t datum) 80.50 (default)  Time After Storm Event (days) 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000  Time After Storm Event (days) 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000  Time After Storm Event (days) 24.250 24.500 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:05:21 Page4 4    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 4 : PRE-8hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Not routed Repetitions: Basin Area (acres) Time Of Concentration (minutes) 11.4 DCIA (%) Curve Number Design Rainfall Depth (inches) 8.0 Design Rainfall Duration (hours) 8.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000  1  1.100 9.6 52.6 UHG484 FDOT 8H Hour  Initial ground water level (t datum) 80.50 (default)  Time After Storm Event (days) 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000  Time After Storm Event (days) 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000  Time After Storm Event (days) 24.250 24.500 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:05:21 Page 5    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 5 : PRE-24hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Not routed Repetitions: Basin Area (acres) Time Of Concentration (minutes) 11.4 DCIA (%) Curve Number Design Rainfall Depth (inches) 11.0 Design Rainfall Duration (hours) 24.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 5.750 6.000  1  1.100 9.6 52.6 UHG484 FDOT 24 Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500 11.750 12.000  Time After Storm Event (days) 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000  Time After Storm Event (days) 24.250 24.500 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:05:21 Page6 6    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 1 : PRE-1hr-100yr  Time (hours)  Stage (ftd datum)  Rate (F/s)  Volume (#)  Stage Minimum Maximum Inflow  Not Available Not Available Not Available Not Available 0.686 1.627 1.627 None 721.653 Not Available Not Available Not Available Not Available Not Available 0.686 1.627 1.627 None 721.653 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate - Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume - End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate - Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure: 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure: 3 inactive Rate Maximum Positive Rate - Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  2.3506 0.0000  3696.2 None 3696.2  Not Available Not Available  Not Available Not Available Not Available  2.3506 0.0000  3696.2 None 3696.2 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A- N.A.  Archer Road Trailer Storage  06-05-2024 12:05:21 Page7 7    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 2 : PRE-2hr-100yr  Time (hours)  Stage (td datum)  Rate (/s)  Volume ()  Stage Minimum Maximum Inflow  Not Available Not Available Not Available Not Available 0.864 2.618 2.618 None 722.644 Not Available Not Available Not Available Not Available Not Available 0.864 2.618 2.618 None 722.644 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure: 3 inactive Rate Maximum Positive Rate- Maximum Negative Cumulative Volume - Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  2.1467 0.0000  5687.1 None 5687.1  Not Available Not Available  Not Available Not Available Not Available  2.1467 0.0000  5687.1 None 5687.1 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:05:21 Page8 8    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 3 : PRE-4hr-100yr  Time (hours)  Stage (ftdatum)  Rate (/s)  Volume (R)  Stage Minimum Maximum Inflow  Not Available Not Available Not Available Not Available 2.517 4.627 4.627 None 724.652 Not Available Not Available Not Available Not Available Not Available 2.517 4.627 4.627 None 724.652 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume - End of Simulation Combined Discharge Rate Maximum Positive Rate - Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume - End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  1.5643 0.0000  8755.7 None 8755.7  Not Available Not Available  Not Available Not Available Not Available  1.5643 0.0000  8755.7 None 8755.7 disabled disabled disabied disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:05:22 Pages 9    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 4 : PRE-8hr-100yr  Time (hours)  Stage (ftdatum)  Rate (/s)  Volume ()  Stage Minimum Maximum Inflow  Not Available Not Available Not Available Not Available 4.017 8.618 8.618 None 728.644 Not Available Not Available Not Available Not Available Not Available 4.017 8.618 8.618 None 728.644 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and! Infiltration Volume  1.9197 0.0000  12096.9 None 12096.9 Not Available Not Available Not Available  Not Available Not Available  1.9197 0.0000  12096.9 None 12096.9 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:05:22 Page 10    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 5 : PRE-24hr-700yr  Time (hours)  Stage (ftd datum)  Rate (/s)  Volume (F)  Stage Minimum Maximum Inflow  Not Available Not Available Not Available Not Available 11.999 24.634 24.634 None 744.660 Not Available Not Available Not Available Not Available Not Available 11.999 24.634 24.634 None 744.660 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Rate- Maximum- Positive Rate - Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and! Infiltration Volume 72 Hour Stage and Infiltration Volume  0.6924 0.0000  21028.7 None 21028.7 Not Available Not Available Not Available  Not Available Not Available  0.6924 0.0000  21028.7 None 21028.7 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:05:22 Page 11    Attachment E  Post-Development PONDs Model    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Project Data  Project Name: Simulation Description: Project Number: Engineer : Date: Aquifer Data  Archer Road Trailer Storage  AVC 06-05-2024  Supervising Engineer: CSV  Base Of Aquifer Elevation, [B] (ft datum): Water Table Elevation, [WTI (fdatum): Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day): Fillable Porosity, In] (%6): Unsaturated Vertical Infiltration Rate, [M (ft/day): Maximum Area For Unsaturated Infiltration, [AvI (#):  80.00 80.50 2.00 20.00 3.25 10947.9  Geometry Data  Equivalent Pond Length, I-(): Equivalent Pond Width, [WI(t):  211.4 34.9  Ground water mound is expected toi intersect the pond bottom  Stage VS Area Data  Stage (ftdatum) 87.75 88.75 89.75 90.75 91.75  Area (2) 4710.0 5923.4 7210.6 8561.8 10947.9  Discharge Structures  Discharge Structure #1 is inactive Discharge Structure #2 is inactive Discharge Structure #3 is inactive  Archer Road Trailer Storage  06-05-2024 12:06:05 Page 1    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data  Scenario 6 : POST-1hr-1 100yr Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: Basin Area (acres) Time Of Concentration (minutes) 10.0 DCIA (%) Curve Number Design Rainfall Depth (inches) 4.4 Design Rainfall Duration (hours) 1.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  1  1.100 43.3 81.4 UHG484 FDOT1Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000 24.250 24.500  Time After Storm Event (days) 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road" Trailer Storage  06-05-2024 12:06:06 Page2    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 7 : POST-2hr-100) yr Hydrograph Type: Inline SCS Modflow Routing: Routed withi infiltration Repetitions: Basin Area (acres). Time Of Concentration (minutes) 10.0 DCIA (%) Curve Number Design Rainfall Depth (inches) 5.4 Design Rainfall Duration (hours) 2.0 Shapel Factor Rainfall Distribution Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  1  1.100 43.3 81.4 UHG484 FDOT2Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000 24.250 24.500  Time After Storm Event (days) 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road" Trailer Storage  06-05-2024 12:06:06 Page 3    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 8 : POST-4hr-1 100y yr Hydrograph Type: Inline SCS Modfiow Routing: Routed withi infiltration Repetitions: Basin Area (acres) Time Of Concentration (minutes) 10.0 DCIA (%) Curve Number Design Rainfall Depth (inches) 6.7 Design Rainfall Duration (hours) 4.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  1  1.100 43.3 81.4 UHG484 FDOT4 4 Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000 24.250 24.500  Time After Storm Event (days) 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:06:06 Page 4    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 9 : POST-8hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: Basin Area (acres) Time Of Concentration (minutes) 10.0 DCIA (%) Curve Number Design Rainfall Depth (inches) 8.0 Design Rainfall Duration (hours) 8.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  1  1.100 43.3 81.4 UHG 484 FDOT 81 Hour  Initial ground waterl level (ft datum) 80.50 (default)  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000 24.250 24.500  Time After Storm Event (days) 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road Trailer Storage  06-05-2024 12:06:06 Page 5    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data (cont'd.)  Scenario 10 : POST-24hr-100yr Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: Basin Area (acres) Time Of Concentration (minutes) 10.0 DCIA(%) Curve Number Design Rainfall Depth (inches) 11.0 Design Rainfall Duration (hours) 24.0 Shape Factor Rainfall Distribution Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  1  1.100 43.3 81.4 UHG484 FDOT: 24 Hour  Initial ground water level (ft datum) 80.50 (default)  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000 14.250 14.500 14.750 15.000 15.250 15.500 15.750 16.000 16.250 16.500 16.750 17.000 17.250 17.500 17.750 18.000  Time After Storm Event (days) 18.250 18.500 18.750 19.000 19.250 19.500 19.750 20.000 20.250 20.500 20.750 21.000 21.250 21.500 21.750 22.000 22.250 22.500 22.750 23.000 23.250 23.500 23.750 24.000 24.250 24.500  Time After Storm Event (days) 24.750 25.000 25.250 25.500 25.750 26.000 26.250 26.500 26.750 27.000 27.250 27.500 27.750 28.000 28.250 28.500 28.750 29.000 29.250 29.500 29.750 30.000  Archer Road" Trailer Storage  06-05-2024 12:06:07 Page6 6    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 6 : POST-1hr-100yr  Time (hours) 0.000 1.111 0.600 None 1.533 None 721.578 1.089 None 15.978 None 721.578 None None None None 721.578 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Stage (ftd datum) 80.50 89.77  Rate (Ft/s)  Volume ()  Stage Minimum Maximum Inflow  Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum- Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate- Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  7.9194 None  12860.3 None 12860.3 12815.9 None 12860.3 None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  0.2723 None  None None  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:06:07 Page7    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results Scenario 7 : POST-2hr-100yr  Time (hours) 0.000 2.111 0.822 None 2.533 None 722.578 2.111 None 19.378 None 722.578 None None None None 722.578 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Stage (ftdatum) 80.50 90.13  Rate (/s)  Volume (F)  Stage Minimum Maximum Inflow  Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 - inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  6.3146 None  16589.8 None 16589.8 16374.9 None 16589.8 None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  0.2905 None  None None  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:06:07 Page 8    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results Scenario 8 : POST-4hr-100yr  Time (hours) 0.000 3.756 2.022 None 4.533 None 724.578 3.756 None 26.178 None 724.578 None None None None 724.578 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Stage (ftdatum) 80.50 90.56  Rate (ft/s)  Volume (#)  Stage Minimum Maximum Inflow  Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration' Volume  3.4568 None  21608.1 None 21608.1 21608.1 None 21608.1 None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  0.3126 None  None None  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:06:07 Page 9    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 9 : POST-8hr-700yr  Time (hours) 0.000 7.133 4.000 None 8.533 None 728.578 7.133 None 62.578 None 728.578 None None None None 728.578 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Stage (ft datum) 80.50 90.76  Rate (F/s)  Volume ()  Stage Minimum Maximum Inflow  Rate Maximum Positive Rate - Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 - inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate- Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 -i inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 361 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  3.4990 None  26539.8 None 26539.8 26539.8 None 26539.8  0.3228 None  None None  None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:06:08 Page 10    PONDS Version 3.3.0315 Retention Pond Recovery. Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 10 : POST-24hr-100yr  Time (hours) 0.000 21.089 12.000 None 24.533 None 744.578 23.733 None 216.578 None 744.578 None None None None 744.578 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  Stage (ftd datum) 80.50 90.70  Rate (/s)  Volume (R)  Stage Minimum Maximum Infiow  Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Infiltration Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 - inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  1.1615 None  38397.8 None 38397.8 38397.8 None 38397.8  0.3203 None  None None  None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled N.A. N.A.  disabled disabled  disabled disabled  disabled disabled  N.A. N.A.  Archer Road Trailer Storage  06-05-2024 12:06:08 Page 11    Attachment F  Recovery Analysis    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 6 : POST-1hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (lday) (fdatum) (#P/s) Rate (A/s) Volume (R). Volume () Discharge (R) Type  Rate Discharge Infiow Infiltration Cumulative Flow  (hours) (R/s) 0.000 0.022 0.044 0.067 0.089 0.111 0.133 0.156 0.178 0.200 0.222 0.244 0.267 0.289 0.311 0.333 0.356 0.378 0.400 0.422 0.444 0.467 0.489 0.511 0.533 0.556 0.578 0.600 0.622 0.644 0.667 0.689 0.711 0.733 0.756 0.778 0.800 0.822 0.844 0.867 0.889 0.911 0.933 0.956 0.978 1.000 1.022 1.044 1.067 1.089 1.111 1.133 1.156 1.178 1.200 1.222 1.244 1.267 1.289 1.311 1.,333 1.356 1.378 1.400 1.422 1.444 1.467 1.489 1.511 1.533 1.556 1.578 3.978 Archer Road Trailer Storage  0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00012 0.0005 0.00000 80.50001 0.00095 0.0029 0.00000 80.50007 0.00463 0.0123 0.00000 80.50034 0.01677 0.0395 0.00000 80.50130 0.04697 0.0964 0.00000 80.50378 0.10563 0.1901 0.00000 80.50901 0.16032 0.3133 0.00000 87.75126 0.17745 0.4673 0.00000 87.75488 0.17768 0.6596 0.00000 87.76141 0.17806 0.9116 0.00000 87.77168 0.17864 1.2176 0.00000 87.78661 0.17944 1,5760 0.00000 87.80703 0.18053 2.0128 0.00000 87.83395 0.18194 2.5689 0.00000 87.86884 0.18375 3.2497 0.00000 87.91350 0.18604 4.0061 0.00000 87.96918 0.18884 4.7726 0,00000 88.03615 0.19214 5.5009 0.00000 88.11362 0.19588 6.1534 0.00000 88.20016 0.20000 6.7139 0.00000 88.29399 0.20440 7.1804 0.00000 88.39330 0.20902 7.5428 0.00000 88.49630 0.21376 7.7811 0.00000 88.60119 0.21855 7.8935 0.00000 88.7 70612 0.22340 7.9194 0.00000 88.80967 0.22829 7.8580 0.00000 88.91068 0.23309 7.6900 0.00000 89.00806 0.23769 7.3726 0.00000 89.10043 0.24201 6.9490 0.00000 89.18649 0.24601 6.4894 0.00000 89.26569 0.24968 6.0229 0.00000 89.33810 0.25303 5.5508 0.00000 89.40394 0.25606 5.0964 0.00000 89.46351 0.25881 4.6732 0.00000 89.51731 0.26128 4.2582 0.00000 89.56575 0.26350 3.8191 0.00000 89.60888 0.26545 3.3134 0.00000 89.64631 0.26711 2.7673 0.00000 89.67756 0.26848 2.2410 0.00000 89.70262 0.26955 1.7711 0.00000 89.72202 0.27037 1.3759 0.00000 89.73653 0.27098 1.0769 0.00000 89.74714 0.27143 0.8534 0.00000 89.75483 0.27177 0.6806 0.00000 89.76031 0.27200 0.5407 0.00000 89.76406 0.27216 0.4239 0.00000 89.7 76639 0.27224 0.3242 0.00000 89.76751 0.27228 0.2416 0.00000 89.7 76763 0.27226 0.1756 0.00000 89.76692 0.27221 0.1246 0.00000 89.7 76558 0.27213 0.0878 0.00000 89.76374 0.27203 0.0618 0.00000 89.76156 0.27191 0.0433 0.00000 89.75913 0.27178 0.0300 0.00000 89.75652 0.27165 0.0204 0.00000 89.75379 0.27150 0.0134 0.00000 89.75097 0.27136 0.0086 0.00000 89.74809 0.27121 0.0055 0.00000 89.74516 0.27107 0.0038 0.00000 89.74220 0.27093 0.0026 0.00000 89.73922 0.27078 0.0017 0.00000 89.73624 0.27064 0.0011 0.00000 89.73324 0.27049 0.0007 0.00000 89.73024 0.27035 0.0004 0.00000 89.72723 0.27020 0.0002 0.00000 89.72423 0.27006 0.0001 0.00000 89.72122 0.26991 0.0000 0.00000 89.71821 0.26976 0.0000 0.00000 89.71520 0.26962 0.0000 0.00000 89.71219 0.26947 0.0000 0.00000 89.38680 0.25396  0 0.000 0 0.000 0 0.000 0 0.019 0 0.152 0 0.760 0 2.835 0 8.274 0 19.736 0 39.873 0 71.095 0 116.171 0 179.019 0 264.186 0 375.930 0 519.482 0 702.752 0 935.497 0 1225.731 0 1576.882 0 1987.822 0 2453.993 0 2968.685 0 3524.456 0 4113.382 0 4726.336 0 5353.319 0 5985.833 0 6616.930 0 7238.852 0 7841.355 0 8414.219 0 8951.754 0 9452.246 0 9915.194 0 10341.080 0 10731.870 0 11089.130 0 11412.220 0 11697.520 0 11940.750 0 12141.090 0 12301.570 0 12427.450 12525.560 0 12602.770 0 12664.130 0 12712.980 12751.570 12781.490 0 12804.120 0 12820.810 0 12832.820 12841.320 12847.300 0 12851.500 12854.430 12856.450 12857.800 0 12858.680 12859.250 12859.620 12859.880 0 12860.050 0 12860.160 12860.240 12860.280 12860.310 12860.320 12860.320 12860.320 12860.320 12860.320  0,0 0.0 0.0 0.0 0.2 0.8 2.8 8.3 19.7 33.9 48.1 62.4 76.6 90.9 105.3 119.8 134.4 149.2 164.2 179.4 194.9 210.8 226.9 243.5 260.4 277.7 295.4 313.4 331.9 350.7 369.9 389.4 409.3 429.4 449.8 470.4 491.2 512.2 533.3 554.6 576.1 597.6 619.2 640.9 662.6 684.3 706.0 727.8 749.6 771.4 793.1 814.9 836.7 858.5 880.2 902.0 923.7 945.4 967.1 988.9 1010.5 1032.2 1053.9 1075.5 1097.2 1118.8 1140.4 1162.1 1183.7 1205.2 1226.8 1248.4 3510.7  0 N.A. 0 U 0 U 0 U 0 U 0 0 U U U/P U/P U/P U/P U/P U/P 0 U/P 0 U/P UIP 0 U/P U/P 0 U/P 0 U/P 0 U/P U/P U/P U/P U/P U/P U/P 0 U/P U/P UP UIP . UP U/P U/P U/P U/P UP U/P 0 UP U/P U U/P U/P UIP 0 UP 0 UIP 0 UIP 0 UP U/P U/P 0 U/P UP UIP UIP 0 U/P UIP 0 UP UP U UP U/P U/P UIP UIP UIP U/P UIP U/P 0 UIP 0 U/P 0 UIP UIP U/P 06-05-2024 12:06:53 Page 1    PONDS Version 3.3.0315 Retention Pond Recovery. Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 6 : POST-1hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (fday) (ftd datum) (A/s) Rate (R/s) Volume (#) Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 6.378 8.778 11.178 13,578 15.978 18.378 20.778 23.178 25.578 31.578 37.578 43.578 49.578 55.578 61.578 67.578 73.578 79.578 85.578 91.578 97.578 103.578 109.578 115.578 121.578 127.578 133.578 139.578 145.578 151.578 157.578 163.578 169.578 175.578 181.578 187.578 193.578 199.578 205.578 211.578 217.578 223.578 229.578 235.578 241.578 247.578 253.578 259.578 265.578 271.578 277.578 283.578 289.578 295.578 301.578 307.578 313.578 319.578 325.578 331.578 337.578 343.578 349.578 355.578 361.578 367.578 373.578 379.578 385.578 391.578 397.578 403.578 409.578 Archer Road Trailer Storage  0.0000 0,00000 89.06138 0,23821 0.0000 0.00000 88.73592 0.22269 0.0000 0.00000 88.41047 0,20762 0.0000 0.00000 88.08497 0.19277 0.0000 0.00000 87.75942 0.09267  0 12860,320 0 12860.3 320 0 12860.320 0 12860.320 11214.6 12860.320 12815.9 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.3 .320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860,320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.3 320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3 12860.320 12860.3  5636,8 7626.9 9484.9  0 U/P 0 UIP 0 U/P 0 UIP 0 UP 0 dry TOTAL RECOVERY 0 dry 0 dry 0 ary 0 dry dry dry dry dry dry dry 0 dry dry dry dry dry dry dry dry dry 0 dry dry dry dry 0 ary dry dry dry dry U dry dry 0 dry dry 0 dry dry dry dry dry dry dry dry U dry 0 dry 0 dry dry 0 dry 0 dry 0 dry 0 dry dry 0 dry 0 dry 0 dry 0 dry 0 dry 0 dry 0 dry dry 0 dry 0 dry dry dry 0 dry 0 dry 0 dry 0 dry 0 dry dry 06-05-2024 12:06:54 Page2  0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000    PONDS Version 3.3.0315 Retention Pond Recovery. Refined Method Copyright2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 7 : POST-2hr-700yr  Combined  Elapsed Instantaneous Outside  Stage Infiltration Instantaneous Cumulative Cumulative Combined (day) (Rdatum) (A/s) Rate (A/s) Volume (R*). Volume (#) Discharge (R) Type  Time Inflow Rate Recharge Elevation Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 0.000 0.022 0.044 0.067 0.089 0.111 0.133 0.156 0.178 0.200 0.222 0.244 0.267 0.289 0.311 0.333 0.356 0.378 0.400 0.422 0.444 0.467 0.489 0.511 0.533 0.556 0.578 0.600 0.622 0.644 0.667 0.689 0.711 0.733 0.756 0.778 0.800 0.822 0.844 0.867 0.889 0.911 0.933 0.956 0.978 1.000 1.022 1.044 1.067 1.089 1.111 1.133 1.156 1.178 1.200 1.222 1.244 1.267 1.289 1.311 1.333 1.356 1.378 1.400 1.422 1.444 1.467 1.489 1.511 1.533 1.556 1.578 1.600 Archer Road Trailer Storage  0,0000 0.00000 80.50000 0,00000 0.0005 0.00000 80.50001 0.00234 0,0083 0.00000 80.50017 0.01310 0.0353 0.00000 80.50097 0.04395 0,0970 0.00000 80.50338 0.10678 0.1979 0.00000 80.50877 0.16241 0.3278 0.00000 87.75145 0.17746 0.4705 0.00000 87.75521 0.17769 0.6111 0.00000 87.76137 0.17802 0.7377 0.00000 87.76976 0.17845 0,8583 0.00000 87.78021 0.17897 0.9912 0.00000 87.79276 0.17960 1.1601 0.00000 87.80778 0.18036 1,3641 0.00000 87,82583 0.18126 1,5857 0.00000 87.84731 0.18232 1.8091 0.00000 87.87233 0.18354 2.0218 0.00000 87.90074 0.18491 2,2119 0.00000 87.93219 0.18640 2.3805 0.00000 87.96626 0.18801 2.5476 0.00000 88.00271 0.18973 2.7344 0.00000 88.04160 0.19157 2,9661 0.00000 88.08338 0.19356 3.2344 0.00000 88.1 12859 0,19570 3.5097 0.00000 88.17744 0.19801 3.7703 0.00000 88.22977 0.20047 4,0031 0.00000 88.28513 0.20305 4.1959 0.00000 88.34289 0.20573 4.3556 0.00000 88.40244 0.20848 4.5103 0.00000 88.46344 0.21130 4.6871 0.00000 88.52595 0.21419 4.9157 0.00000 88,59042 0.21719 5.1856 0.00000 88.65740 0.22031 5.4617 0.00000 88.72713 0.22363 5.7188 0.00000 88.79938 0.22715 5.9427 0.00000 88.87364 0.23078 6.1203 0.00000 88.94930 0.23446 6.2609 0.00000 89.02577 0.23816 6.3146 0.00000 89.1 10223 0.24183 6.2209 0.00000 89.17725 0.24537 5.8961 0.00000 89.24856 0.24868 5.3916 0.00000 89.31387 0.25167 4.8310 0.00000 89.37199 0.25431 4.3017 0.00000 89.42303 0.25663 3.8549 0.00000 89.46786 0.25868 3.5357 0.00000 89.50784 0.26054 3.3153 0.00000 89.54441 0.26225 3.1420 0.00000 89.57846 0.26384 2.9758 0.00000 89.61034 0.26533 2.7863 0.00000 89.64002 0.26671 2.5748 0.00000 89.66727 0.26797 2.3685 0.00000 89.69202 0.26911 2.1858 0.00000 89.71448 0.27015 2.0359 0.00000 89.73499 0.27112 1.9285 0.00000 89.75398 0.27204 1.8538 0.00000 89.77190 0.27293 1.7963 0.00000 89.78902 0.27378 1.7445 0.00000 89.80547 0.27460 1.6891 0.00000 89.82128 0.27539 1.6305 0.00000 89.83641 0.27614 1.5750 0.00000 89.85088 0.27686 1.5272 0.00000 89.86473 0.27755 1.4893 0.00000 89.87807 0.27822 1.4623 0.00000 89.89103 0.27887 1.4436 0.00000 89.90370 0.27951 1.4263 0.00000 89.91615 0.28014 1.4038 0.00000 89.92834 0.28075 1.3695 0.00000 89.94020 0.28134 1.3258 0.00000 89.95161 0.28191 1.2808 0.00000 89.96251 0.28245 1.2399 0.00000 89.97293 0.28297 1.2061 0.00000 89.98293 0.28347 1.1821 0.00000 89.99260 0.28395 1.1655 0.00000 90.00204 0.28443  0 0.000 0 0.021 0 0.375 0 2.118 0 7,407 0 19,203 0 40.234 0 72.167 0 115.432 0 169.382 0 233.223 0 307.207 0 393.259 0 494.225 0 612.215 0 748.007 0 901.241 0 1070.586 0 1254,281 0 1451,403 0 1662.681 0 1890.702 0 2138.723 0 2408.487 0 2699.684 0 3010.616 0 3338.574 0 3680.635 0 4035.272 0. 4403.169 0: 4787.281 0 5191.335 0 5617.229 0 6064.452 0 6530.914 0 7013.433 0 7508.681 0 8011.700 0 8513.119 0 8997.798 0 9449.303 0 9858.204 0 10223.510 0 10549.770 10845.400 11119.440 0 11377.730 0 11622.440 0 11852.930 0 12067.370 0 12265.100 0 12447.270 0 12616.140 12774.720 12926.010 0 13072.010 13213.650 13350.990 13483.770 0 13612.000 13736.090 13856.750 13974.810 0 14091.040 14205.840 14319.040 14429.970 14537.780 14642.050 14742.870 14840.710 14936.240 15030.140  0.0 0.0 0.4 2.1 7.4 19.2 33.4 47.6 61.8 76.1 90.4 104.7 119.1 133.6 148.1 162.7 177.5 192.3 207.3 222.4 237.7 253.1 268.6 284.4 300.3 316.4 332.8 349.4 366.2 383.2 400.4 417.9 435.7 453.7 472.0 490.6 509.5 528.7 548.2 568.0 588.0 608.3 628.7 649.3 670.1 691.0 712.1 733.2 754.5 775.9 797.4 819.0 840.6 862.3 884.1 906.0 927.9 949.9 972.0 994,1 1016.3 1038.5 1060.8 1083.1 1105.5 1128.0 1150.5 1173.0 1195.6 1218.2 1240.8 1263.5 1286.3  0 N.A. 0 U 0 U 0 U 0 U 0 U 0 UIP 0 U/P 0 U/P U UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P UIP UP U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P UP U/P 0 UP 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 UP U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P UIP UIP UIP U/P UIP U U/P 0 U/P 0 U/P 0 U/P 0 U/P UIP UIP 06-05-2024 12:06:54 Page4    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 7 : POST-2hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (day) (td datum) (R/s) Rate (R/s) Volume (A) Volume () Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (#P/s) 1.622 1.644 1.667 1.689 1.711 1.733 1.756 1.778 1.800 1.822 1.844 1.867 1.889 1.911 1.933 1,956 1.978 2.000 2.022 2.044 2.067 2.089 2.111 2.133 2.156 2.178 2.200 2.222 2.244 2.267 2.289 2.311 2.333 2.356 2.378 2.400 2.422 2.444 2.467 2.489 2.511 2.533 2.556 2.578 4.978 7:378 9.778 12.178 14.578 16.978 21.778 24.178 26.578 32.578 38.578 44.578 50.578 56.578 62.578 68.578 74.578 80.578 86.578 92.578 98.578 104.578 110.578 116.578 122.578 128.578 134.578 140.578 Archer Road' Trailer Storage  1.1494 0.00000 90.01128 0.28489 1.1278 0.00000 90.02029 0.28534 1.0940 0.00000 90.0 .02900 0.28578 1.0505 0.00000 90.03728 0.28618 1.0054 0.00000 90.04509 0.28657 0,9643 0.00000 90.05242 0.28693 0.9301 0.00000 90,05935 0.28728 0,9056 0.00000 90.06596 0.28761 0,8886 0.00000 90.07233 0,28792 0.8723 0.00000 90,07853 0.28823 0.8503 0.00000 90.08451 0.28853 0,8161 0.00000 90.09019 0.28881 0,7723 0.00000 90.09547 0.28906 0,7268 0.00000 90.1 10026 0.28930 0,6853 0.00000 90.10459 0.28951 0.6508 0.00000 90.1 10853 0.28970 0.6261 0.00000 90.11215 0.28988 0.6088 0.00000 90.11555 0.29005 0.5880 0.00000 90.11875 0.29020 0.5527 0.00000 90.12166 0.29034 0,4903 0.00000 90.12405 0.29044 0.4069 0.00000 90.12569 0.29050 0.3188 0.00000 90,12645 0.29051 0.2377 0.00000 90.12632 0.29049 0.1700 0.00000 90.12542 0.29043 0.1214 0.00000 90.12392 0.29034 0.0875 0.00000 90.12199 0.29023 0.0631 0.00000 90.11977 0.29012 0.0451 0.00000 90.11732 0.28999 0.0323 0.00000 90.11471 0.28985 0.0230 0.00000 90.11198 0.28971 0.0163 0.00000 90.10918 0.28957 0.0116 0.00000 90.10632 0.28942 0.0082 0.00000 90.10341 0.28927 0.0057 0.00000 90.10047 0.28912 0.0040 0.00000 90.09751 0.28897 0.0027 0.00000 90.09454 0.28882 0.0018 0.00000 90.09155 0.28867 0.0010 0.00000 90.08855 0.28852 0.0005 0.00000 90.08555 0.28836 0.0002 0.00000 90.08254 0.28821 0.0000 0.00000 90.07954 0.28806 0.0000 0.00000 90.07652 0.28790 0.0000 0.00000 90.07352 0.28775 0.0000 0.00000 89.74813 0.27166 0.0000 0.00000 89.42274 0.25571 0.0000 0.00000 89.09731 0.23995 0.0000 0.00000 88.77187 0.22438 0.0000 0.00000 88.4 44640 0.20927 0.0000 0.00000 88.12090 0.19441 19:378 0.0000 0.00000 87.79536 0.09349  0 15122.740 0 15213.830 0 15302,700 0 15388.480 0 15470.720 0 15549.510 0 15625.280 0 15698.710 0 15770.470 0 15840,910 0 15909,810 0 15976.470 0 16040.000 0 16099.960 0 16156.450 0 16209.890 0 16260.960 16310.360 0 16358.240 0 16403.870 0 16445.590 0 16481.470 0 16510.500 0 16532.760 0 16549.070 0 16560.720 16569.080 16575.100 16579.430 16582.530 16584.740 16586.310 16587.430 16588.220 16588.780 16589.170 16589.430 16589.610 16589.720 16589.7 .790 16589.810 16589.820 16589.820 2279.7 16589.820 16589.8 820 16589.820 16589.820 16589,820 11143.3 16589.8 .820 13015.5 16589.8 820 14759.4 16589.8 820 16374.9 16589.8 820 16589.8 16589:8 820 16589.8 16589. 820 16589.8 16589.8 820 16589.8 16589.8 820 16589.8 16589.8 .820 16589.8 16589. 820 16589.8 16589.8 .820 16589.8 16589.820 16589.8 16589.820 16589.8 16589.8 .820 16589.8 16589.820 16589.8 16589. 820 16589.8 16589.820 16589.8 16589.8 820 16589.8 16589.820 16589.8 16589.8 820 16589.8 16589.820 16589.8 16589.820 16589.8 16589.820 16589.8 16589.820 16589.8 16589.820 16589.8  1309,0 1331.9 1354.7 1377.6 1400.5 1423.4 1446.4 1469.4 1492.4 1515.5 1538.5 1561.6 1584.7 1607.9 1631.0 1654.2 1677.4 1700.6 1723.8 1747.0 1770.2 1793.5 1816.7 1840.0 1863.2 1886.4 1909.7 1932.9 1956.1 1979.3 2002.4 2025.6 2048.8 2071.9 2095.1 2118.2 2141.3 2164.4 2187.5 2210.6 2233.6 2256.7 2302.7 4719.7 6997.0 9138.3  0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P UIP 0 UP 0 UP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P UP dry TOTAL RECOVERY dry 0 dry 0 dry 0 ary 0 dry 0 dry 0 dry 0 dry 0 dry dry dry dry dry dry dry 0 dry 0 dry 0 dry 0 dry 0 dry 0 dry 06-05-2024 12:06:54 Page 5  0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 8 : POST-4hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (f/day) (Rd datum) (AP/s) Rate (R/s) Volume (A) Volume (#) Discharge (A*) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (#é/s) 0.000 0.022 0.044 0.067 0.089 0.111 0.133 0.156 0.178 0.200 0.222 0.244 0,267 0.289 0.311 0.333 0.356 0.378 0.400 0.422 0.444 0.467 0.489 0.511 0.533 0.556 0.578 0.600 0.622 0.644 0.667 0.689 0.711 0.733 0.756 0.778 0.800 0.822 0.844 0.867 0.889 0.911 0.933 0.956 0.978 1,000 1.022 1.044 1,067 1.089 1.111 1.133 1,156 1,178 1.200 1.222 1.244 1.267 1.289 1.311 1.333 1.356 1.378 1.400 1.422 1.444 1.467 1.489 1.511 1.533 1.556 1.578 1,600 Archer Road Trailer Storage  0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0,0000 0.00000 80.50000 0,00002 0.0001 0.00000 80.50000 0.00021 0,0007 0.00000 80.50002 0.00103 0.0027 0.00000 80.50008 0.00330 0.0072 0.00000 80.50026 0.00799 0.0149 0.00000 80.50066 0.01562 0.0255 0.00000 80.50140 0.02608 0.0384 0.00000 80.50256 0.03872 0.0526 0.00000 80.50423 0.05265 0.0670 0.00000 80.50642 0,06696 0.0811 0.00000 80.50912 0.08096 0.0945 0,00000 80.51233 0.09429 0.1070 0.00000 80.51601 0.10676 0.1185 0.00000 80.52013 0.11827 0.1291 0.00000 80.52465 0.12882 0.1387 0.00000 80.52954 0.13845 0.1474 0.00000 80.53477 0.14719 0.1553 0.00000 80.54030 0.15512 0.1625 0.00000 80.54610 0.16232 0.1690 0.00000 80.55216 0.16941 0.1772 0.00000 80.55849 0.17520 0.1921 0.00000 87.75012 0.17732 0.2199 0.00000 87.75061 0.17736 0.2625 0.00000 87.75169 0.17743 0.3140 0.00000 87.75358 0.17753 0,3667 0.00000 87.75633 0.17768 0.4151 0.00000 87.75995 0.17786 0.4557 0.00000 87.76431 0,17807 0.4879 0.00000 87.76927 0.17831 0.5151 0.00000 87.77473 0.17857 0.5400 0.00000 87.78061 0.17885 0,5642 0.00000 87.78690 0.17914 0.5881 0.00000 87.79356 0.17946 0.6119 0.00000 87.80062 0.17979 0.6355 0.00000 87.80805 0.18014 0.6585 0.00000 87.81586 0.18050 0.6809 0.00000 87.82401 0.18088 0.7025 0.00000 87.83252 0.18128 0.7233 0.00000 87.84135 0.18169 0.7433 0.00000 87.85049 0.18211 0.7625 0.00000 87.85992 0.18255 0.7810 0.00000 87.86964 0.18300 0.7988 0.00000 87,87962 0.18346 0.8267 0.00000 87.88995 0.18394 0,8774 0.00000 87.90088 0.18447 0,9670 0.00000 87.91292 0.18506 1.0882 0.00000 87.92662 0.18573 1.2201 0.00000 87.94232 0.18649 1.3476 0.00000 87.96004 0.18734 1.4612 0.00000 87.97959 0.18827 1,5525 0.00000 88.00067 0.18926 1,6260 0.00000 88.02294 0.19029 1.6874 0.00000 88.04614 0.19137 1.7403 0.00000 88.07009 0.19248 1,7858 0.00000 88.09465 0.19361 1,8261 0.00000 88.11972 0.19476 1.8620 0.00000 88.14521 0.19594 1.8944 0.00000 88.17106 0.19712 1.9241 0.00000 88.19720 0.19832 1.9514 0.00000 88.22361 0.19953 1.9768 0.00000 88.25023 0.20075 2.0006 0.00000 88.27704 0.20198 2.0229 0.00000 88.30402 0.20321 2.0439 0.00000 88.33112 0.20445 2.0639 0.00000 88.35835 0.20570 2.0900 0.00000 88.38574 0.20696 2.1378 0.00000 88.41348 0.20824 2.2258 0.00000 88.44201 0.20957 2.3594 0.00000 88.47192 0.21098 2.5188 0.00000 88.50372 0.21248  0 0,000 0 0.000 0 0.000 0 0.000 0 0.003 0 0.033 0 0.167 0 0.562 0 1.445 0 3.061 0 5.617 0 9.256 0 14.041 0 19.969 0 26.996 0 35.056 0 44.077 0 53.980 0 64.689 0 76.131 0 88.239 0 100.951 0 114.210 0 128.057 0 142.829 0 159.308 0 178.603 0 201,665 0 228.893 0 260.164 0 294.994 0 332.738 0 372.859 0 415.064 U 459.232 0 505.322 0 553.323 0 603.220 0 654.982 0 708.558 0 763.891 0 820.919 0 879.580 0 939.810 0 1001.551 0 1064.741 0 1129.759 0 1197.922 0 1271.695 0 1353.900 0 1446.233 0 1548.942 0 1661.292 0 1781.842 0 1908.982 0 2041.517 0 2178.622 0 2319.667 0 2464.144 0 2611.668 0 2761.925 0 2914.665 0 3069.685 0 3226.816 0 3385.912 0 3546.848 0 3709.520 0 3873.832 0 4039.986 0 4209.096 0 4383.641 0 4567.051 4762.180  0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.6 1.4 3.1 5.6 9.3 14.0 20.0 27.0 35.1 44.1 54.0 64,7 76.1 88.2 101.0 114.2 128.1 142.2 156.4 170.6 184.8 199.0 213.2 227.5 241.7 256.0 270.3 284.6 299.0 313.3 327.7 342.2 356.6 371.1 385.6 400.2 414.8 429.4 444.0 458.7 473.5 488.3 503.1 518.0 532.9 547.9 563.0 578.2 593.5 608.8 624.3 639.8 655.4 671.2 687.0 702.9 718.9 735.0 751.2 767.5 783.9 800.4 817.1 833.8 850.6 867.5  0 N.A. 0 U 0 U 0 U U  U U/P U/P U/P UIP 0 U/P 0 UIP . UIP UIP 0 U/P U/P U/P U/P U/P 0 U/P UIP U U/P UIP U U/P U/P U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P UIP 0 U/P UIP UIP UP UIP U/P U/P UP U/P U/P UP UIP UIP U/P UIP UIP U/P 0 U/P U/P 0 U/P U/P U/P U/P 06-05-2024 12:06:55 Page8    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 8 : POST-4hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Vday) (Rd datum) (R/s) Rate (A/s) Volume (R) Volume (#) Discharge (#") Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (PP/s) 1.622 1.644 1.667 1.689 1.711 1.733 1.756 1.778 1.800 1.822 1.844 1.867 1.889 1.911 1.933 1.956 1.978 2.000 2.022 2.044 2.067 2.089 2.111 2.133 2.156 2.178 2.200 2.222 2.244 2.267 2.289 2.311 2.333 2.356 2.378 2.400 2.422 2.444 2.467 2.489 2.511 2.533 2.556 2.578 2.600 2.622 2.644 2.667 2.689 2.711 2.733 2.756 2.778 2.800 2.822 2.844 2.867 2.889 2.911 2.933 2.956 2.978 3.000 3.022 3.044 3.067 3.089 3.111 3.133 3.156 3.178 3.200 3.222 Archer Road Trailer Storage  2.6793 0.00000 88.53753 0.21407 2.8250 0.00000 88.57322 0.21573 2.9443 0.00000 88.61046 0.21746 3.0355 0.00000 88.64883 0.21923 3.1062 0.00000 88.68800 0.22102 3.1630 0.00000 88.72768 0.22287 3.2096 0.00000 88.76770 0.22479 3.2481 0.00000 88.80793 0.22674 3.2808 0.00000 88.84826 0.22869 3.3090 0.00000 88.88862 0.23065 3.3336 0.00000 88.9 92896 0.23260 3.3556 0.00000 88.96923 0.23455 3.3755 0.00000 89.00941 0.23649 3.3936 0.00000 89.04948 0.23843 3.4103 0.00000 89.08942 0.24036 3.4259 0.00000 89.12922 0.24228 3.4405 0.00000 89.16887 0.24419 3.4542 0.00000 89.20835 0.24610 3.4568 0.00000 89.24760 0.24799 3.4372 0.00000 89.28644 0.24985 3.3811 0.00000 89.32450 0.25167 3.2967 0.00000 89.36143 0.25342 3.2044 0.00000 89.39703 0.25512 3.1183 0.00000 89.43131 0.25675 3.0467 0.00000 89.46445 0.25833 2.9969 0.00000 89.49664 0.25987 2.9639 0.00000 89.52816 0.26139 2.9416 0.00000 89.55915 0.26288 2.9264 0.00000 89,58974 0.26435 2.9171 0.00000 89,62000 0.26581 2.9116 0.00000 89.6 64999 0.26725 2.9089 0.00000 89.67976 0.26869 2.9082 0.00000 89.7 70933 0.27012 2.9089 0.00000 89.73873 0.27156 2.9106 0.00000 89.76797 0.27304 2.9129 0.00000 89.79707 0.27451 2.9157 0.00000 89.82601 0.27598 2.9188 0.00000 89.85482 0.27744 2.9220 0.00000 89.88349 0.27889 2.9253 0.00000 89.91204 0.28034 2.9214 0.00000 89.94041 0.28178 2.8946 0.00000 89.96848 0.28318 2.8267 0.00000 89.99586 0.28455 2.7128 0.00000 90.02216 0.28585 2.5735 0.00000 90.04698 0.28707 2.4339 0.00000 90.07022 0.28821 2.3102 0.00000 90.09199 0.28929 2.2135 0.00000 90.11251 0.29031 2.1454 0.00000 90.13210 0.29129 2.0977 0.00000 90.15102 0.29223 2.0634 0.00000 90.16943 0.29316 2.0388 0.00000 90.18748 0.29407 2.0215 0.00000 90.20525 0.29497 2.0093 0.00000 90.22281 0.29586 2.0009 0.00000 90.24020 0.29674 1.9951 0.00000 90.25745 0.29761 1.9913 0.00000 90.27460 0.29848 1.9888 0.00000 90.29166 0.29935 1.9874 0.00000 90.30864 0.30021 1.9866 0.00000 90.32555 0.30107 1.9863 0.00000 90.34241 0.30192 1.9863 0.00000 90.35920 0.30277 1.9867 0.00000 90.37594 0.30362 1.9681 0.00000 90.39253 0.30445 1.9095 0.00000 90.40869 0.30525 1.7837 0.00000 90.42389 0.30598 1.6059 0.00000 90.43755 0.30663 1.4146 0.00000 90.44936 0.30719 1.2366 0.00000 90.45934 0.30765 1.0872 0.00000 90.46770 0.30804 0.9801 0.00000 90.47479 0.30838 0.9055 0.00000 90.48098 0.30868 0.8519 0.00000 90.48654 0.30895  0 4970.105 0 5190.277 0 5421.048 0 5660.243 0 5905.911 0 6156,678 0 6411.581 0 6669.888 0 6931.046 0 7194.637 0 7460.340 0 7727.908 0 7997.151 0 8267.913 0 8540.067 0 8813.514 0 9088.167 0 9363.952 0 9640,390 0 9916.147 0 10188.880 10455.990 10716.040 0 10968.940 1317.8 0 11215.550 0 11457.290 0 11695.720 0 11931.940 0 12166.670 0 12400.410 0 12633.550 0 12866.370 0 13099.050 13331.740 13564.520 13797.460 0 14030.600 0 14263.980 0 14497.610 14731.500 0 14965.370 0 15198.010 0 15426.860 15648.440 15859.900 0 16060.190 0. 16249.960 16430.910 16605.260 0. 16774.980 0: 16941.430 0 17105.510 0 17267.920 0 17429.150 0 17589.550 0 17749.390 17908.850 0 18068.050 0 18227.100 0 18386.060 18544.980 18703.880 0 18862.810 19021.000 19176.100 19323.830 19459.420 0 19580.240 19686.290 19779.240 19861.930 19937.350 20007.650  884.6 901.8 919.1 936.6 954.2 971.9 989.8 1007.9 1026.1 1044.5 1063.0 1081.7 1100.5 1119.5 1138.7 1158.0 1177.5 1197,1 1216.8 1236.7 1256.8 1277.0 1297,4 1338.4 1359.2 1380.0 1401.0 1422.1 1443.3 1464.6 1486.0 1507.6 1529.3 1551.0 1572.9 1595.0 1617.1 1639.4 1661.7 1684.2 1706.8 1729.5 1752.3 1775.3 1798.3 1821.4 1844.6 1867.8 1891.2 1914.6 1938.1 1961.6 1985.3 2009.0 2032.7 2056.6 2080.5 2104.5 2128.5 2152.7 2176.8 2201.1 2225.4 2249.8 2274.3 2298.8 2323.3 2347.9 2372.5 2397.2 2421.9 2446.6  0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UP 0 U/P 0 U/P 0 U/P U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 UIP 0 UP 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UP 0 U/P 0 UP 0 U/P 0 UP 0 UIP 0 UP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 U/P U/P 06-05-2024 12:06:55 Page9    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) . Scenario 8 : POST-4hr-100yr  Combined  Elapsed Instantaneous Outside (hours) (#/s) 3.244 3.267 3.289 3.311 3.333 3.356 3.378 3.400 3.422 3.444 3.467 3,489 3,511 3,533 3,556 3.578 3.600 3,622 3.644 3.667 3.689 3.711 3.733 3.756 3.778 3.800 3.822 3.844 3.867 3.889 3.911 3.933 3.956 3.978 4.000 4.022 4.044 4.067 4.089 4.111 4.133 4.156 4.178 4.200 4.222 4.244 4.267 4.289 4.311 4.333 4.356 4.378 4.400 4.422 4.444 4.467 4.489 4.511 4.533 4.556 4.578 6.978 9.378 11.778 14.178 16.578 18.978 21:378 23.778 26.178 28.578 34.578 40.578 Archer Road Trailer Storage  Stage Infiltration Instantaneous Cumulative Cumulative Combined (lday) (Rdatum) (A/s) Rate (/s) Volume (R) Volume (A). Discharge () Type  Time Inflow Rate Recharge Elevation Rate Discharge Inflow Infiltration Cumulative Flow  0.8124 0.00000 90.49164 0.30920 0,7843 0.00000 90.49640 0.30944 0.7640 0.00000 90.50092 0.30966 0.7493 0.00000 90.50526 0.30988 0.7389 0.00000 90.50948 0.31009 0.7314 0.00000 90.51361 0.31030 0.7259 0.00000 90.51767 0.31051 0.7220 0.00000 90.52168 0.31071 0.7193 0.00000 90.52565 0.31091 0.7173 0.00000 90.52959 0.31111 0.7157 0.00000 90.53352 0.31131 0,7147 0.00000 90.53742 0.31151 0,7108 0.00000 90.54130 0.31170 0.6974 0.00000 90.54508 0.31189 0.6663 0,00000 90.54865 0.31206 0.6153 0.00000 90.55183 0.31221 0,5534 0.00000 90.55445 0.31232 0.4915 0.00000 90.55647 0.31241 0.4366 0.00000 90.55794 0.31248 0.3936 0.00000 90.55892 0.31252 0.3631 0.00000 90.55956 0.31254 0.3416 0.00000 90.55994 0.31256 0.3260 0.00000 90.5 56014 0.31256 0.3146 0.00000 90.56022 0.31257 0.3065 0.00000 90.5 56020 0.31256 0.3006 0.00000 90.56011 0.31256 0.2964 0.00000 90.5 55998 0.31255 0.2934 0.00000 90.55981 0.31254 0,2912 0.00000 90.55962 0.31253 0.2896 0.00000 90.55940 0.31252 0.2884 0.00000 90.55917 0.31251 0.2876 0.00000 90.55894 0.31250 0.2870 0.00000 90.55869 0.31248 0.2866 0.00000 90.5 .55845 0.31247 0.2862 0.00000 90.55820 0.31246 0.2818 0.00000 90.55792 0.31244 0.2684 0.00000 90.55756 0.31242 0.2401 0.00000 90.55701 0.31238 0.2003 0.00000 90.55611 0.31233 0.1574 0.00000 90.55483 0.31225 0.1175 0.00000 90.55315 0.31216 0.0840 0.00000 90.55111 0.31204 0.0600 0.00000 90.54879 0.31192 0.0433 0.00000 90.54628 0.31179 0.0313 0.00000 90.54363 0.31165 0.0224 0.00000 90.54088 0.31151 0.0161 0.00000 90.53806 0.31137 0.0115 0.00000 90.53518 0.31122 0.0082 0.00000 90.53226 0.31107 0.0059 0.00000 90.52932 0.31092 0.0042 0.00000 90.52636 0.31077 0.0029 0.00000 90.52338 0.31062 0.0020 0.00000 90.52040 0.31047 0.0014 0.00000 90.51740 0.31031 0.0009 0.00000 90.51440 0.31016 0.0005 0.00000 90.51141 0.31001 0.0003 0.00000 90.50840 0.30986 0.0001 0.00000 90.50539 0.30970 0.0000 0.00000 90.50238 0.30955 0.0000 0.00000 90.49937 0.30940 0.0000 0.00000 90.49636 0.30925 0.0000 0.00000 90.17101 0.29296 0.0000 0.00000 89.84563 0.27652 0.0000 0.00000 89.52022 0.26045 0.0000 0.00000 89.19482 0.24467 0.0000 0.00000 88.86936 0.22900 0.0000 0.00000 88.54390 0.26529 0.0000 0.00000 88.04627 0.20460 0.0000 0.00000 87.87253 0.08384 0.0000 0.00000 87.73643 0.03392 0.0000 0.00000 87.44286 0.00000 0,0000 0.00000 86.96471 0.00000 0.0000 0.00000 86.61303 0.00000  0 20074,220 0 20138.090 0 20200.020 0 20260.550 0 20320.080 0 20378.890 0 20437,180 0 20495.100 0 20552.750 0 20610.210 0 20667.530 0 20724.750 0 20781.770 20838.090 20892.640 0 20943.910 20990.650 21032,450 21069.570 21102.780 21133.050 21161.230 21187.940 0 21213.560 0 21238.410 21262.700 21286.580 21310.170 0 21333.550 0 21356.780 21379.900 21402.950 21425.930 0 21448.870 21471.790 21494.510 21516.520 0 21536.860 21554.480 21568.780 21579.780 0 21587.840 0 21593.600 21597.740 21600.720 21602.870 0 21604.410 21605.520 21606.310 21606.870 0 21607.270 21607.550 21607.750 21607.880 21607.970 21608.030 21608.060 21608.080 21608.080 21608.080 21608.080 21608.080 21608.080 0 21608.0 .080 11347.3 21608.080 13529.3 0 21608.080 15575.2 0 21608.080 17486.5 0 21608.080 20159.4 0 21608.080 21021.9 21608.080 21608.1 21608.080 21608.1 21608.080 21608.1 0 21608.080 21608.1  2471.3 2496.1 2520.8 2545.6 2570.4 2595.2 2620.1 2644.9 2669.8 2694.7 2719.5 2744.5 2769.4 2794.3 2819.3 2844.3 2869.2 2894.2 2919.2 2944.2 2969.2 2994.2 3019.2 3044.2 3069.3 3094.3 3119.3 3144.3 3169.3 3194.3 3219.3 3244.3 3269.3 3294.3 3319.3 3344.3 3369.3 3394.2 3419.2 3444.2 3469.2 3494.2 3519.1 3544.1 3569.0 3593.9 3618.9 3643.8 3668.6 3693.5 3718.4 3743.3 3768.1 3792.9 3817.7 3842.6 3867.3 3892.1 3916.9 3941.7 3966.4 6569.0 90288  0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 UP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 UIP 0 U/P , U/P 0 UP U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 UP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P U/P UP UP U/P HALF RECOVERY UP 0 U/P U/P 0 U/S 0 S  TOTAL RECOVERY  06-05-2024 12:06:55 Page 10    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright2 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 9 : POST- -8hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rlday) (Rd datum) (A/s) Rate (AP/s) Volume (R) Volume () Discharge (R) Type  Rate Discharge Inflow. Infitration. Cumulative Flow  (hours) (P/s) 0.000 0.022 0.044 0.067 0.089 0.111 0.133 0.156 0.178 0.200 0.222 0.244 0.267 0.289 0.311 0.333 0.356 0.378 0.400 0.422 0.444 0.467 0.489 0.511 0.533 0.556 0.578 0.600 0.622 0.644 0.667 0.689 0.711 0.733 0.756 0.778 0.800 0.822 0.844 0.867 0.889 0.911 0.933 0.956 0.978 1.000 1.022 1.044 1.067 1.089 1.111 1.133 1.156 1.178 1.200 1.222 1.244 1.267 1.289 1.311 1.333 1.356 1.378 1.400 1.422 1.444 1.467 1.489 1.511 1.533 1.556 1.578 1.600 Archer Road" Trailer Storage  0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.5 .50000 0.00000 0.0000 0.00000 80.50000 0.00002 0.0001 0.00000 80.5 .50000 0.00009 0.0002 0.00000 80.50001 0.00030 0.0007 0.00000 80.50002 0.00075 0.0014 0.00000 80.50006 0.00151 0.0025 0.00000 80.50014 0.00261 0.0040 0.00000 80.50025 0.00401 0.0056 0.00000 80.5 .50043 0.00563 0.0074 0.00000 80.50066 0.00740 0.0092 0.00000 80.50097 0.00925 0.0111 0.00000 80.50134 0.01112 0.0130 0.00000 80.50178 0.01298 0.0148 0.00000 80.5 .50229 0.01482 0.0166 0.00000 80.50286 0.01662 0.0184 0.00000 80.50350 0.01837 0.0201 0.00000 80.50420 0.02006 0.0217 0.00000 80.50497 0.02170 0.0233 0.00000 80.50579 0.02327 0.0248 0.00000 80.5 50667 0.02479 0.0263 0.00000 80.50760 0.02624 0.0277 0.00000 80.50859 0.02765 0.0290 0.00000 80.50962 0.02899 0.0303 0.00000 80.51070 0.03029 0.0315 0.00000 80.51183 0.03153 0.0327 0.00000 80.51301 0.03273 0.0339 0.00000 80.51423 0.03388 0.0350 0.00000 80.51549 0.03498 0.0361 0.00000 80.51678 0.03604 0.0371 0.00000 80.51812 0.03707 0.0381 0.00000 80.51949 0.03805 0.0390 0.00000 80.52090 0.03900 0.0399 0.00000 80.52234 0.03992 0.0408 0.00000 80.52382 0.04080 0.0417 0.00000 80.52532 0.04246 0.0457 0.00000 80.52692 0.04751 0.0569 0.00000 80.52879 0.05992 0.0802 0.00000 80.53130 0.08272 0.1137 0.00000 80.53484 0.11473 0.1514 0.00000 80.53968 0.15127 0.1886 0.00000 80.54589 0.17367 0.2223 0.00000 87.75048 0.17735 0.2495 0.00000 87.75147 0.17741 0.2714 0.00000 87.75288 0.17748 0.2894 0.00000 87.75462 0.17757 0.3045 0.00000 87.75665 0.17766 0.3171 0.00000 87.75890 0.17777 0.3278 0.00000 87.76135 0.17789 0.3369 0.00000 87.76397 0.17801 0.3447 0.00000 87.76672 0.17814 0.3515 0.00000 87.76959 0.17827 0.3576 0.00000 87.77257 0.17841 0.3636 0.00000 87.77564 0.17855 0.3700 0.00000 87.77882 0.17870 0.3772 0.00000 87.78210 0.17885 0.3853 0.00000 87.78551 0.17901 0.3941 0.00000 87.78905 0.17917 0.4034 0.00000 87.79274 0.17935 0.4130 0.00000 87.79659 0.17953 0.4226 0.00000 87.80058 0.17971 0.4322 0.00000 87.80473 0.17990 0.4417 0.00000 87.80903 0.18010  0 0.000 0 0.000 0 0,000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.003 0 0.014 0 0.050 0 0.134 0 0.293 0 0.552 0 0.935 0 1.454 2,119 0 2.933 0 3.898 0 5.011 0 6.269 0 7.670 0 9.208 0 10.880 0 12.680 14.603 0 16.645 0 18.802 0 21.069 0 23.441 0 25.915 0 28.486 0 31.151 0 33.906 0 36.748 0 39.673 0 42.679 0 45.762 48.919 52.148 0 55.447 0 58.942 63.048 0 68.529 0 76.283 0 86.887 0 100.487 0 116.921 0 135.793 0 156.629 0: 179.059 202.815 0 227.681 0 253.478 0 280.065 307.328 0 335.173 0 363.534 0 392.382 0 421.727 0 451.617 0 482.116 0 513.290 0 545.191 0 577.847 0 611.271 0 645.464 0 680.423  0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.6 0.9 1.5 2.1 2.9 3.9 5.0 6.3 7.7 9.2 10.9 12.7 14.6 16.6 18.8 21.1 23.4 25.9 28.5 31.2 33.9 36.7 39.7 42.7 45.8 48.9 52.1 55.4 58.9 63.0 68.5 76.3 86.9 100.5 114.7 128.9 143.1 157.3 171.5 185.7 199.9 214.1 228.4 242.6 256.9 271.2 285.5 299.8 314.1 328.4 342.8 357.1 371.5 385.9 400.3  0 N.A. 0 U 0 U 0 U 0 0 0  0 0 0  0 0 0  U U/P U/P U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 06-05-2024 12:06:56 Page 13    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 9 : POST-8hr-700yr  Combined  Elapsed Instantaneous Outside Stage Infiltration Instantaneous Cumulative Cumulative Combined  Time Inflow Rate Recharge Elevation  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 1.622 1.644 1.667 1.689 1.711 1.733 1.756 1.778 1.800 1.822 1.844 1.867 1.889 1.911 1.933 1.956 1.978 2.000 2.022 2.044 2.067 2.089 2.111 2.133 2.156 2.178 2.200 2.222 2.244 2.267 2.289 2.311 2.333 2.356 2,378 2.400 2,422 2.444 2.467 2.489 2,511 2.533 2,556 2,578 2.600 2,622 2.644 2,667 2.689 2.711 2.733 2.756 2.778 2.800 2.822 2.844 2.867 2.889 2,911 2.933 2.956 2.978 3.000 3.022 3,044 3.067 3.089 3.111 3.133 3.156 3.178 3.200 3.222 Archer Road Trailer Storage  (R/day) (Rd datum) (Ré/s) Rate (#P/s) Volume (#) Volume (#) Discharge (R) Type  0.4511 0.00000 87.81348 0.18031 0.4603 0.00000 87.81808 0.18052 0.4693 0.00000 87,82282 0.18074 0.4780 0.00000 87.82770 0.18097 0.4866 0.00000 87.83271 0.18120 0.4949 0.00000 87.83785 0.18144 0.5030 0.00000 87,84312 0.18168 0.5109 0.00000 87.84851 0.18193 0.5185 0.00000 87.85402 0.18218 0.5260 0.00000 87.85963 0.18244 0.5333 0.00000 87.86536 0.18271 0.5403 0.00000 87.87120 0.18298 0.5472 0.00000 87.87714 0.18325 0.5540 0.00000 87.88317 0.18353 0.5605 0.00000 87.88930 0.18381 0.5669 0.00000 87.89552 0.18409 0.5731 0.00000 87.90183 0.18438 0.5792 0.00000 87.90823 0.18468 0.5885 0.00000 87.91473 0.18498 0.6048 0.00000 87.92143 0.18529 0.6330 0.00000 87.92847 0.18563 0.6705 0.00000 87.93604 0.18599 0.7109 0.00000 87,94421 0.18637 0.7494 0.00000 87.95299 0.18679 0.7833 0.00000 87.96233 0,18722 0.8100 0.00000 87.97213 0.18768 0.8311 0.00000 87.98228 0.18815 0.8485 0.00000 87.99271 0.18863 0.8635 0.00000 88.00336 0,18912 0.8763 0.00000 88.01419 0.18962 0.8876 0.00000 88.02518 0.19012 0.8978 0.00000 88.03631 0.19063 0.9071 0.00000 88.04755 0.19115 0.9157 0.00000 88.05889 0.19167 0.9238 0.00000 88.07033 0.19219 0.9314 0.00000 88.08185 0.19272 0.9387 0.00000 88.09344 0.19325 0.9456 0.00000 88.10511 0.19378 0.9523 0.00000 88.11684 0.19432 0.9588 0.00000 88.12863 0.19486 0.9651 0.00000 88.1 14048 0.19540 0.9711 0.00000 88.1 15238 0.19595 0.9769 0.00000 88.16434 0.19649 0.9826 0.00000 88.17634 0.19704 0.9881 0.00000 88.18839 0.19759 0.9935 0.00000 88.20047 0,19814 0.9988 0.00000 88.21259 0.19870 1.0040 0.00000 88.22475 0.19925 1.0090 0.00000 88.23695 0.19981 1.0139 0.00000 88.24918 0.20037 1.0187 0.00000 88.26143 0.20093 1.0234 0.00000 88.27372 0.20149 1.0280 0.00000 88.28603 0.20205 1.0325 0.00000 88.29837 0.20262 1.0368 0.00000 88.31073 0.20318 1.0411 0.00000 88.32311 0.20375 1.0453 0.00000 88.33552 0.20432 1.0494 0.00000 88.34794 0.20488 1.0534 0.00000 88.3 36037 0.20545 1.0573 0.00000 88.37283 0.20602 1.0612 0.00000 88.38530 0.20659 1.0649 0.00000 88.39777 0.20716 1.0686 0.00000 88.41027 0.20773 1.1018 0.00000 88.42298 0.20833 1.1973 0.00000 88.43658 0.20900 1.3971 0.00000 88.45226 0.20979 1.6786 0.00000 88.47131 0.21076 1.9835 0.00000 88.49445 0.21191 2.2704 0.00000 88.52166 0.21323 2.5152 0.00000 88.55243 0.21470 2.6967 0.00000 88.58595 0.21627 2.8290 0.00000 88.62140 0.21792 2.9291 0.00000 88.65816 0.21962  0 716.137 0 752,592 0 789.774 0 827,666 0 866.250 0 905.507 0 945.422 0 985.975 0 1027.150 0 1068.931 0 1111.302 0 1154.246 0 1197.750 0 1241,797 0 1286,376 0 1331.471 0 1377.070 0 1423.161 0 1469.866 0 1517.596 0 1567.105 0 1619.245 0 1674.504 0 1732.919 0 1794.227 0 1857.957 0 1923.600 0 1990.785 0 2059.265 0 2128.854 0 2199.408 0 2270.824 0 2343.019 0 2415.929 0 2489.507 0 2563.714 0 2638.515 0 2713.886 0 2789.804 0 2866.250 0 2943.205 0 3020.652 0 3098.572 0 3176.952 0 3255.781 0 3335.047 0 3414.740 0 3494.851 0 3575.368 0 3656.284 0 3737,587 0 3819.271 0 3901.325 0 3983.742 0 4066.514 0 4149.632 0 4233.089 0 4316.877 0 4400.990 0 4485.421 0 4570.162 0 4655.207 0 4740.550 0 4827.367 0 4919.329 0 5023.104 0 5146.133 0 5292.619 0 5462.773 0 5654.196 0 5862.674 0 6083.703 0 6314.024  414.7 429.1 443.6 458.0 472.5 487.0 501.6 516.1 530.7 545.3 559.9 574.5 589.1 603.8 618.5 633.2 648.0 662.7 677,5 692.3 707.2 722.0 736.9 751.8 766.8 781.8 796.8 811.9 827,0 842.2 857.3 872.6 887.8 903.2 918.5 933.9 949,3 964.8 980.4 995.9 1011.5 1027.2 1042.9 1058.6 1074.4 1090.2 1106.1 1122.0 1138.0 1154.0 1170.1 1186.1 1202.3 1218.5 1234.7 1251.0 1267.3 1283.7 1300.1 1316.5 1333.1 1349.6 1366.2 1382.8 1399.5 1416.3 1433.1 1450.0 1467.0 1484.1 1501.4 1518.7 1536.2  0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 UIP UIP 0 UP UP 0 UIP U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 UP U/P 0 U/P U/P 0 U/P U/P 0 UP U/P 0 UP 0 UIP ) UP 0 U/P , U/P 0 U/P U/P 0 U/P U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP U/P 06-05-2024 12:06:56 Page 14    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) Scenario 9 : POST-8hr-700yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (flday) (ftdatum) (A/s) Rate (#/s) Volume (R) Volume (#) Discharge (#) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (/s) 3.244 3,267 3.289 3.311 3.333 3.356 3.378 3.400 3.422 3.444 3.467 3.489 3.511 3.533 3.556 3.578 3,600 3.622 3,644 3.667 3.689 3.711 3.733 3.756 3.778 3.800 3.822 3.844 3.867 3.889 3.911 3.933 3.956 3.978 4.000 4.022 4.044 4.067 4.089 4.111 4.133 4.156 4.178 4.200 4.222 4.244 4.267 4.289 4.311 4.333 4.356 4.378 4.400 4.422 4.444 4.467 4.489 4.511 4.533 4.556 4.578 4.600 4.622 4.644 4.667 4.689 4.711 4.733 4.756 4.778 4.800 4.822 4.844 Archer Road" Trailer Storage  3,0076 0.00000 88.69583 0.22135 3,0682 0.00000 88.73414 0.22314 3.1166 0.00000 88.77284 0.22501 3.1556 0.00000 88.81179 0.22690 3.1876 0.00000 88.85086 0.22879 3.2146 0.00000 88.88997 0.23068 3.2378 0.00000 88.92905 0.23257 3.2581 0.00000 88.96809 0.23446 3.2760 0.00000 89.00702 0.23634 3.2922 0.00000 89.04584 0.23822 3.3071 0.00000 89.08452 0.24009 3.3208 0.00000 89.12306 0.24195 3.3334 0.00000 89.16145 0.24380 3.3449 0.00000 89.1 19966 0.24565 3.3554 0.00000 89.23770 0.24749 3.3655 0.00000 89.27557 0.24932 3.3752 0.00000 89.31325 0.25114 3.3845 0.00000 89.35075 0.25295 3.3934 0.00000 89.38807 0.25475 3.4019 0.00000 89.42520 0.25654 3.4102 0.00000 89.46216 0.25833 3.4181 0.00000 89.49893 0.26011 3.4258 0.00000 89.53552 0.26187 3.4331 0.00000 89.57193 0.26363 3.4402 0.00000 89.60816 0.26538 3.4471 0.00000 89.64421 0.26712 3.4537 0.00000 89.68008 0.26885 3.4601 0.00000 89.71577 0.27058 3.4662 0.00000 89.75129 0.27235 3.4722 0.00000 89.78662 0.27414 3.4779 0.00000 89.82177 0.27592 3,4835 0.00000 89.85673 0.27769 3.4888 0.00000 89.89151 0.27946 3.4940 0.00000 89.92611 0.28121 3.4990 0.00000 89.96053 0.28295 3.4712 0.00000 89.99459 0.28466 3.3743 0.00000 90.02777 0.28630 3.1624 0.00000 90.05912 0.28782 2.8617 0.00000 90.08762 0.28918 2.5374 0.00000 90.11270 0.29037 2.2355 0.00000 90.13443 0.29140 1.9821 0.00000 90.15321 0.29230 1.8004 0.00000 90.16967 0.29309 1.6740 0.00000 90.1 18450 0.29382 1.5834 0.00000 90.19817 0.29449 1.5166 0.00000 90.21101 0.29513 1.4693 0.00000 90.22323 0.29574 1.4350 0.00000 90.23499 0.29633 1.4105 0.00000 90.24644 0.29690 1.3931 0.00000 90.25764 0.29747 1.3806 0.00000 90.26866 0.29802 1.3717 0.00000 90.27955 0.29857 1.3654 0.00000 90.29034 0.29912 1.3610 0.00000 90.30104 0.29966 1.3579 0.00000 90.31169 0.30020 1.3556 0.00000 90.32228 0.30074 1.3541 0.00000 90.33283 0.30128 1.3533 0.00000 90.34335 0.30181 1.3531 0.00000 90.35384 0.30234 1.3536 0.00000 90.36430 0.30287 1.3540 0.00000 90.37474 0.30340 1.3545 0.00000 90.38516 0.30393 1.3550 0.00000 90.39558 0.30446 1.3554 0.00000 90.40596 0.30499 1.3559 0.00000 90.41633 0.30552 1.3564 0.00000 90.42668 0.30604 1.3568 0.00000 90.43701 0.30657 1.3572 0.00000 90.44733 0.30709 1.3577 0.00000 90.45763 0.30761 1.3581 0.00000 90.46790 0.30813 1.3585 0.00000 90.47816 0.30866 1.3590 0.00000 90.48840 0.30918 1.3594 0.00000 90.49862 0.30969  0 6551.490 0 6794.520 0 7041.909 0 7292.795 0 7546.523 0 7802.613 0 8060.711 0 8320.546 0 8581.908 0 8844.633 0 9108.603 0 9373.720 0 9639.889 0 9907.022 0 10175.040 0 10443.880 0 10713.500 0 10983.890 0 11255.000 0 11526.810 0 11799.300 12072.430 12346.190 0 12620.540 0 12895.480 13170.970 0 13447.000 0 13723.550 0 14000.610 0 14278.140 14556.140 14834.600 0 15113.490 01 15392.800 15672.530 0 15951.330 0 16225.150 0 16486.620 0 16727.580 16943.540 17134.460 0 17303.160 17454.460 17593.440 17723.730 17847.730 0 17967.170 18083.340 0 18197.150 0 18309.300 0 18420.250 0 18530.340 0 18639.820 0 18748.870 0 18857.630 18966.170 19074.550 19182.850 0 19291.100 19399.370 19507.670 19616.010 19724.390 0 19832.810 19941.260 0 20049.750 0 20158.280 0 20266.840 0 20375.440 20484.070 20592.730 20701.430 20810.170  1553.9 1571.6 1589.6 1607.6 1625.9 1644.2 1662.8 1681.5 1700.3 1719.3 1738.4 1757.7 1777.1 1796.7 1816.4 1836.3 1856.3 1876.5 1896.8 1917.2 1937.8 1958.6 1979.4 2000.5 2021.6 2042.9 2064.4 2085.9 2107.7 2129.5 2151.5 2173.7 2196.0 2218.4 2240.9 2263.7 2286.5 2309.5 2332.5 2355.7 2379.0 2402.4 2425.8 2449.2 2472.8 2496.4 2520.0 2543.7 2567.4 2591.2 2615.0 2638.9 2662.8 2686.7 2710.7 2734.8 2758.8 2783.0 2807.1 2831.3 2855.6 2879.9 2904.2 2928.6 2953.0 2977.5 3002.0 3026.5 3051.1 3075.8 3100.4 3125.1 3149.9  UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 UP 0 UIP UP 0 UP U/P 0 UP 0 UP 0 UIP 0 UP U/P 0 UP U/P 0 U/P U/P 0 UP U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P UP 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 UIP UIP 0 U/P U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P UP 0 U/P UIP 0 U/P 0 U/P 0 UP UIP 0 U/P U/P 0 UIP 0 UP U/P U/P 06-05-2024 12:06:56 Page 15    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 9 : POST-8hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (iday) (tdatum) (/s) Rate (A/s) Volume () Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (/s) 4.867 4.889 4.911 4.933 4.956 4.978 5.000 5.022 5.044 5.067 5.089 5.111 5.133 5.156 5.178 5.200 5.222 5.244 5.267 5.289 5.311 5.333 5.356 5.378 5.400 5.422 5.444 5.467 5.489 5.511 5.533 5.556 5.578 5.600 5.622 5.644 5.667 5.689 5.711 5.733 5.756 5.778 5.800 5.822 5.844 5.867 5.889 5.911 5.933 5.956 5.978 6.000 6.022 6.044 6.067 6.089 6.111 6.133 6.156 6.178 6.200 6.222 6.244 6.267 6.289 6.311 6.333 6.356 6.378 6.400 6.422 6.444 6.467 Archer Road Trailer Storage  1.3598 0.00000 90,50883 0.31021 1.3602 0.00000 90.51901 0.31073 1.3606 0.00000 90.52918 0.31125 1.3610 0.00000 90.53933 0.31176 1.3614 0.00000 90.54946 0.31228 1.3618 0.00000 90.55958 0.31279 1.3622 0.00000 90.56967 0.31330 1.3498 0.00000 90.57969 0.31380 1,3105 0.00000 90.58944 0.31428 1.2265 0.00000 90.59858 0.31472 1.1079 0.00000 90.60674 0.31511 0.9803 0.00000 90.61369 0.31543 0.8616 0.00000 90.61948 0.31570 0.7620 0.00000 90.62421 0.31592 0.6906 0.00000 90.62811 0.31610 0.6408 0.00000 90.63144 0.31626 0.6051 0.00000 90.63436 0.31640 0.5787 0.00000 90.63698 0.31653 0.5600 0.00000 90.63939 0.31665 0.5464 0.00000 90.64163 0.31676 0.5366 0.00000 90.64377 0.31687 0.5296 0.00000 90.64582 0.31697 0.5245 0.00000 90.64782 0.31707 0.5209 0.00000 90.64977 0.31717 0.5183 0.00000 90.65169 0.31726 0.5164 0.00000 90.65359 0.31736 0.5150 0.00000 90.65547 0.31746 0.5140 0.00000 90.65734 0.31755 0.5132 0.00000 90.65919 0.31764 0.5128 0.00000 90.66105 0.31774 0.5126 0.00000 90.66290 0.31783 0.5126 0.00000 90.66474 0.31793 0.5127 0.00000 90.66658 0.31802 0.5127 0.00000 90.66843 0.31811 0.5128 0.00000 90.67027 0.31821 0.5128 0.00000 90.67211 0.31830 0.5129 0.00000 90.67395 0.31839 0.5129 0.00000 90.67579 0.31849 0.5130 0.00000 90.67763 0.31858 0.5130 0.00000 90.67946 0.31867 0.5130 0.00000 90.68130 0.31877 0.5131 0.00000 90.68313 0.31886 0.5131 0.00000 90.68497 0.31895 0.5132 0.00000 90.68680 0.31905 0.5132 0.00000 90.68863 0.31914 0.5133 0.00000 90.69046 0.31923 0.5133 0.00000 90.69229 0.31933 0.5134 0.00000 90.69412 0.31942 0.5134 0.00000 90.69595 0.31951 0.5135 0.00000 90.69778 0.31960 0.5135 0.00000 90.69960 0.31970 0.5135 0.00000 90.70142 0.31979 0.5123 0.00000 90.70324 0.31988 0.5084 0.00000 90.70503 0.31997 0.4999 0.00000 90.70676 0.32006 0.4880 0.00000 90.70840 0.32014 0.4752 0.00000 90.70992 0.32021 0.4633 0.00000 90.71133 0.32028 0.4534 0.00000 90.71262 0.32034 0.4462 0.00000 90.71384 0.32040 0.4412 0.00000 90.71500 0.32046 0.4377 0.00000 90.71611 0.32052 0.4350 0.00000 90.71720 0.32057 0.4332 0.00000 90.71827 0.32063 0.4318 0.00000 90.71931 0.32068 0.4309 0.00000 90.72036 0.32073 0.4302 0.00000 90.72139 0.32078 0.4297 0.00000 90.72241 0.32084 0.4294 0.00000 90.72343 0.32089 0.4291 0.00000 90.72445 0.32094 0.4290 0.00000 90.72546 0.32099 0.4289 0.00000 90.72647 0.32104 0.4288 0.00000 90.72749 0.32109  0 20918.940 0 21027.730 0 21136.570 0 21245.430 0 21354.330 0 21463.260 0 21572.220 0 21680.700 21787.110 21888.590 0 21981.970 0 22065.500 22139.170 0 22204.120 0 22262.220 0 22315.470 22365.310 22412.660 0 22458.210 0 22502.460 0 22545.780 22588.430 22630.590 22672.410 0 22713.970 22755.360 0 22796.620 0 22837.780 0 22878.870 0 22919.910 22960.920 23001.930 23042.940 0 23083.960 23124.980 23166.000 23207.030 0 23248.060 0 23289.090 23330.130 23371.170 0 23412.220 23453.270 23494.320 23535.380 23576.440 0 23617.500 23658.570 0 23699.640 0 23740.720 0 23781.800 0 23822.880 0 23863.910 0 23904.740 0 23945.070 0 23984.590 24023.120 24060.670 0 24097.340 0 24133.320 24168.810 24203.970 0 24238.880 0 24273.610 24308.210 0 24342.720 0 24377.160 0 24411.560 0 24445.920 24480.260 0 24514.590 24548.900 0 24583.210  3174.7 3199.5 3224.4 3249.3 3274.3 3299.3 3324.3 3349.4 3374.5 3399.7 3424.9 3450.1 3475.4 3500.6 3525.9 3551.2 3576.5 3601,8 3627.2 3652.5 3677.8 3703.2 3728.6 3753.9 3779.3 3804.7 3830.1 3855.5 3880.9 3906.3 3931.7 3957.2 3982.6 4008.0 4033.5 4059.0 4084.4 4109.9 4135.4 4160.9 4186.4 4211.9 4237.4 4262.9 4288.4 4314.0 4339.5 4365.1 4390.6 4416.2 4441.8 4467.3 4492.9 4518.5 4544.1 4569.7 4595.3 4621.0 4646.6 4672.2 4697.8 4723.5 4749.1 4774.8 4800.4 4826.1 4851.7 4877.4 4903.1 4928.8 4954.4 4980.1 5005.8  U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 UIP 0 U/P 0 U/P 0 UP U/P 0 U/P U/P 0 UP U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P U/P U/P U/P 0 UP U/P 0 UIP 0 UIP 0 U/P U/P 0 U/P U/P U/P U/P U/P UIP U/P U/P UP U/P U/P 0 U/P U/P 0 U/P U/P . U/P U/P U U/P U/P U/P 0 U/P U/P U/P 06-05-2024 12:06:56 Page 16    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 9 : POST-8hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (AVday) (Rdatum) (A/s) Rate (#/s) Volume (A) Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 6.489 6.511 6.533 6.556 6.578 6.600 6.622 6.644 6.667 6.689 6.711 6.733 6.756 6.778 6.800 6.822 6.844 6.867 6.889 6.911 6.933 6.956 6.978 7.000 7.022 7.044 7.067 7.089 7.111 7.133 7.156 7.178 7.200 7.222 7.244 7.267 7.289 7.311 7.333 7.356 7.378 7,400 7.422 7.444 7.467 7.489 7.511 7.533 7.556 7.578 7.600 7.622 7.644 7.667 7.689 7.711 7.733 7.756 7.778 7.800 7.822 7.844 7.867 7.889 7.911 7.933 7.956 7.978 8.000 8.022 8.044 8.067 8.089 Archer Road Trailer Storage  0.4287 0.00000 90.72849 0,32115 0.4287 0.00000 90.72950 0.32120 0.4287 0.00000 90.73051 0,32125 0.4287 0.00000 90,73151 0.32130 0.4288 0.00000 90.73252 0.32135 0.4288 0.00000 90.73353 0.32140 0.4288 0,00000 90.73454 0.32145 0.4289 0.00000 90.73554 0.32150 0.4289 0.00000 90.73655 0,32155 0.4289 0.00000 90.73755 0,32161 0.4289 0.00000 90.73856 0.32166 0.4290 0.00000 90.73956 0.32171 0.4290 0.00000 90.74056 0.32176 0.4290 0.00000 90.74157 0.32181 0.4291 0.00000 90.74257 0.32186 0.4291 0.00000 90.74357 0.32191 0.4291 0.00000 90.74458 0.32196 0.4291 0.00000 90.74557 0.32201 0.4292 0.00000 90.74657 0.32208 0.4292 0.00000 90.74758 0.32216 0.4292 0.00000 90.74858 0.32225 0.4292 0.00000 90.74958 0.32234 0.4293 0.00000 90.75058 0.32243 0.4293 0.00000 90.75157 0.32252 0.4268 0.00000 90.75256 0.32260 0,4188 0.00000 90.75349 0.32268 0.4018 0.00000 90.75431 0.32275 0.3779 0.00000 90.75494 0.32279 0,3522 0.00000 90.75533 0.32282 0.3282 0.00000 90.75549 0.32282 0.3081 0.00000 90.75545 0.32281 0.2937 0.00000 90.75525 0.32279 0.2837 0.00000 90.75493 0.32275 0.2765 0.00000 90.75453 0.32272 0.2712 0.00000 90.75407 0.32267 0.2674 0.00000 90.75358 0.32263 0.2647 0.00000 90.75305 0.32258 0.2627 0.00000 90.75250 0.32253 0.2613 0.00000 90.75193 0.32248 0.2603 0.00000 90.75136 0.32243 0.2595 0.00000 90.75077 0.32237 0.2590 0.00000 90.75018 0.32232 0,2586 0.00000 90.74959 0.32227 0.2583 0.00000 90.74899 0.32221 0.2581 0.00000 90.74840 0.32216 0,2580 0.00000 90.74780 0.32211 0,2579 0.00000 90.74720 0.32206 0.2578 0.00000 90.74660 0,32202 0.2579 0.00000 90.74600 0.32199 0.2579 0.00000 90.74540 0.32196 0.2579 0.00000 90.74480 0.32193 0.2579 0.00000 90.74420 0.32190 0.2579 0.00000 90.74361 0.32187 0.2579 0.00000 90.74300 0.32184 0.2579 0.00000 90.74241 0.32181 0,2579 0.00000 90.74181 0.32178 0,2579 0.00000 90.74121 0.32175 0.2579 0.00000 90.74062 0.32172 0.2580 0,00000 90.74002 0.32169 0.2580 0.00000 90.73943 0.32166 0.2580 0.00000 90.73883 0.32163 0.2580 0.00000 90.73823 0.32160 0.2580 0.00000 90.73763 0.32157 0.2580 0.00000 90.73704 0.32154 0.2580 0.00000 90.73644 0.32151 0.2580 0.00000 90.73586 0.32148 0.2580 0.00000 90.73526 0.32145 0.2580 0.00000 90.73466 0.32142 0.2580 0.00000 90.73407 0.32139 0.2542 0.00000 90.73346 0.32135 0.2422 0.00000 90.73277 0.32132 0.2167 0.00000 90.73191 0.32126 0.1807 0.00000 90.73077 0.32120  0 24617.510 0 24651.800 0 24686.100 0 24720.400 0 24754.700 0 24789.000 0 24823.310 0 24857.620 0 24891.930 0 24926.240 0 24960.550 24994.870 0 25029.190 0 25063.510 0 25097,830 0 25132.160 0 25166.480 0 25200.810 0 25235.150 0 25269.480 25303.820 25338.160 25372.500 0 25406.840 25441.080 0 25474.900 25507,730 0 25538.920 0 25568.120 25595.330 25620.790 25644.870 0 25667.960 25690.370 25712.280 25733.820 0 25755.110 0 25776.200 25797.160 0 25818.020 0 25838.810 0 25859.550 25880.260 25900.940 25921.600 0 25942.240 25962.880 25983.510 26004.130 26024.770 0 26045.390 26066.030 0 26086.660 0 26107.290 0 26127.920 26148.550 26169.190 26189,820 0 26210.460 0 26231.100 0 26251.730 0 26272.370 0 26293.010 0 26313.650 26334.290 26354.930 0 26375.570 0 26396.210 26416.860 26437.350 26457.200 26475.550 26491.450  5031.5 5057.2 5082.9 5108.6 5134.3 5160.0 5185.7 5211.4 5237.2 5262.9 5288.6 5314.3 5340.1 5365.8 5391.6 5417.3 5443.1 5468.8 5494,6 5520.4 5546.1 5571.9 5597.7 5623.5 5649.3 5675.1 5701.0 5726.8 5752.6 5778.4 5804.2 5830.1 5855.9 5881.7 5907.5 5933.3 5959.1 5985.0 6010.8 6036.6 6062.3 6088.1 6113.9 6139.7 6165.5 6191.2 6217.0 6242.8 6268.5 6294.3 6320.0 6345.8 6371.5 6397.3 6423.0 6448.8 6474.5 6500.3 6526.0 6551.7 6577.5 6603.2 6628.9 6654.6 6680.4 6706.1 6731.8 6757.5 6783.2 6808.9 6834.7 6860.4 6886.1  0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UP 0 UP 0 UP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P UP U/P UP U/P U/P U/P UP 0 U/P 0 UIP 0 U/P 0 U/P 0 UP 0 U/P 0 U/P U/P 0 U/P U/P U/P U/P 06-05-2024 12:06:56 Page 17    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 9 : POST-8hr-700yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rday) (Rdatum) (A/s) Rate (R/s) Volume (R) Volume (R) Discharge () Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 8.111 8.133 8.156 8.178 8.200 8.222 8.244 8.267 8.289 8.311 8.333 8.356 8.378 8.400 8.422 8.444 8.467 8.489 8.511 8.533 8.556 8.578 10.978 13.378 15.778 18.178 20.578 22.978 25.378 27.778 30.178 32.578 38.578 44.578 50.578 56.578 62.578 68.578 74.578 80.578 86.578 92.578 98.578 104.578 110.578 116.578 122.578 128.578 134.578 140.578 146.578 152.578 158.578 164.578 170.578 176.578 182.578 188.578 194.578 200.578 206.578 212.578 218.578 224.578 230.578 236.578 242.578 248.578 254.578 260.578 266.578 272.578 278.578 Archer Road Trailer Storage  0.1420 0,00000 90.72926 0.32111 0.1060 0,00000 90.72742 0,32101 0.0758 0,00000 90.72526 0.32089 0.0542 0.00000 90.72286 0.32077 0.0391 0,00000 90.72029 0,32063 0.0282 0.00000 90.71759 0.32050 0.0202 0.00000 90.71481 0.32035 0.0145 0.00000 90.71197 0.32021 0.0104 0.00000 90.70907 0,32006 0.0074 0.00000 90.70615 0.31991 0.0053 0.00000 90.70319 0.31976 0.0037 0.00000 90.7 70023 0.31961 0.0026 0.00000 90.69725 0.31946 0.0018 0.00000 90.69426 0.31930 0.0012 0,00000 90.69126 0.31915 0.0008 0.00000 90,68826 0.31900 0.0005 0.00000 90,68526 0.31885 0.0002 0,00000 90.68225 0,31869 0.0001 0.00000 90.67924 0.31854 0.0000 0.00000 90.67623 0.31839 0.0000 0.00000 90.67323 0.31823 0.0000 0.00000 90.67021 0,31808 0.0000 0.00000 90.3 34486 0.30180 0.0000 0.00000 90.01950 0.28527 0.0000 0.00000 89.69410 0.26899 0.0000 0.00000 89.36871 0.31083 0.0000 0.00000 88.88226 0.23869 0.0000 0.00000 88.71384 0.09974 0.0000 0.00000 88.59059 0.07460 0.0000 0.00000 88.48938 0.06147 0.0000 0.00000 88.40144 0.05314 0.0000 0.00000 88.32262 0.04699 0.0000 0.00000 88.15934 0.03694 0.0000 0.00000 88.01686 0.03152 0.0000 0.00000 87.88934 0.02756 0.0000 0.00000 87.77319 0.01547 0.0000 0.00000 87.52645 0.00254 0.0000 0.00000 87.28336 0.00000 0.0000 0.00000 87.07484 0.00000 0.0000 0.00000 86.89179 0.00000 0.0000 0.00000 86.72862 0.00000 0.0000 0.00000 86.58152 0.00000 0.0000 0.00000 86.44771 0.00000 0.0000 0.00000 86.32508 0.00000 0.0000 0.00000 86.21202 0.00000 0.0000 0.00000 86.10722 0.00000 0.0000 0.00000 86.00963 0.00000 0.0000 0.00000 85.91838 0.00000 0.0000 0.00000 85.83275 0.00000 0.0000 0.00000 85.75214 0.00000 0.0000 0.00000 85.67603 0.00000 0.0000 0.00000 85.60399 0.00000 0.0000 0.00000 85.53562 0.00000 0.0000 0.00000 85.47060 0.00000 0.0000 0.00000 85.40865 0.00000 0.0000 0.00000 85.34950 0.00000 0.0000 0.00000 85.29295 0.00000 0.0000 0.00000 85.23877 0.00000 0.0000 0.00000 85.18681 0.00000 0.0000 0.00000 85.13690 0.00000 0.0000 0.00000 85.08890 0.00000 0.0000 0.00000 85.04269 0.00000 0.0000 0.00000 84.99814 0.00000 0.0000 0.00000 84.95515 0.00000 0.0000 0.00000 84.91363 0.00000 0.0000 0.00000 84.87348 0.00000 0.0000 0.00000 84.83464 0.00000 0.0000 0.00000 84.79702 0.00000 0.0000 0.00000 84.76055 0.00000 0.0000 0.00000 84.72518 0.00000 0.0000 0.00000 84.69084 0.00000 0.0000 0.00000 84.65749 0.00000 0.0000 0.00000 84.62508 0.00000  0 26504.360 0 26514.280 0 26521.550 0 26526.750 0 26530.480 0 26533.170 0 26535.110 0 26536.500 0 26537.500 0 26538.210 0 26538.720 0 26539.080 0 26539.340 0 26539.510 0 26539.630 0 26539.720 0 26539.770 26539.790 0 26539.810 0 26539.810 0 26539.810 0 26539.810 0 26539.810 10127.8 26539.810 12663.8 26539.8 810 15057.2 26539.810 17311.9 0 26539.810 20428.4 0 26539.810 21436.5 0 26539.810 22152.0 0 26539.810 22725.7 0 26539.810 23214.1 0 26539.8 .810 23643.9 0 26539.810 24510.2 0 26539.810 25239.7 0 26539.810 25871.7 26539.810 26430.3 26539.810 26539.8 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 26539.810 26539.8 0 26539.810 26539.8 26539.810 26539.8 0 26539.810 26539.8 26539.810 26539.8 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8 0 26539.810 26539.8  6911.7 6937.4 6963.1 6988.8 7014.4 7040.1 7065.7 7091.3 7116.9 7142.5 7168.1 7193.7 7219.3 7244.8 7270.4 7295.9 7321.4 7346.9 7372.4 7397.9 7423.3 7448.8  0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 UIP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 UP 0 UIP 0 U/P U/P U U/P UP UIP HALF RECOVERY UP 0 U/S 0 S 0 S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0  TOTAL RECOVERY  0  0 0 0 0 0 0 0 ,  06-05-2024 12:06:56 Page 18    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 10 : POST-24hr-1 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (A/day) (td datum) (/s) Rate (R/s) Volume (R) Volume (A) Discharge (#) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (/s) 0.000 0.022 0.044 0.067 0.089 0.111 0.133 0.156 0.178 0.200 0.222 0.244 0.267 0.289 0.311 0.333 0.356 0,378 0.400 0.422 0.444 0.467 0.489 0.511 0.533 0.556 0.578 0.600 0.622 0.644 0.667 0.689 0.711 0.733 0.756 0.778 0.800 0.822 0.844 0.867 0.889 0.911 0.933 0.956 0.978 1.000 1.022 1.044 1.067 1.089 1.111 1.133 1.156 1.178 1.200 1.222 1.244 1.267 1.289 1.311 1.333 1.356 1.378 1.400 1.422 1.444 1.467 1.489 1.511 1.533 1.556 1.578 1.600 Archer Road" Trailer Storage  0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0,00000 80.50000 0.00000 0.0000 0,00000 80.50000 0.00000 0.0000 0,00000 80.50000 0.00000 0,0000 0.00000 80.50000 0.00000 0.0000 0,00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0,00000 80.50000 0,00000 0.0000 0.00000 80.50000 0,00000 0.0000 0.00000 80.50000 0,00000 0.0000 0.00000 80.5 50000 0,00000 0.0000 0.00000 80.5 50000 0.00000 0.0000 0.00000 80.50000 0.00000 0.0000 0.00000 80.50000 0.00001 0.0000 0.00000 80.50000 0.00003 0.0001 0.00000 80.50000 0.00012 0.0003 0.00000 80.50001 0.00031 0.0006 0.00000 80.50002 0.00066 0.0011 0.00000 80.50005 0.00117 0.0018 0.00000 80,50011 0.00183 0.0026 0.00000 80.50019 0.00262 0.0035 0.00000 80,50031 0,00349 0.0044 0.00000 80.50044 0.00442 0.0054 0.00000 80.50063 0.00537 0.0063 0.00000 80.50084 0.00633 0.0073 0.00000 80.50109 0.00729 0.0082 0.00000 80.50137 0.00824 0.0092 0.00000 80.50169 0.00918 0.0101 0.00000 80.50204 0.01009 0.0110 0.00000 80.50243 0.01099 0.0119 0.00000 80.50285 0.01186 0.0127 0.00000 80.50330 0.01271 0.0135 0.00000 80.50378 0.01354 0.0143 0.00000 80.50428 0.01434 0.0151 0.00000 80.50482 0.01512 0.0159 0.00000 80.50539 0.01588 0.0166 0.00000 80.50598 0.01662 0.0173 0.00000 80.50660 0.01734 0.0180 0.00000 80.50725 0.01803 0.0187 0.00000 80.50792 0.01871 0.0194 0.00000 80.50861 0.01936 0.0200 0.00000 80.50934 0.02009 0.0210 0.00000 80.51009 0.02116 0.0227 0.00000 80.51088 0.02303 0.0258 0.00000 80.51176 0.02603 0.0299 0.00000 80.51279 0.03004 0.0346 0.00000 80.51396 0.03454 0.0391 0.00000 80.51530 0.03903 0.0433 0.00000 80.51682 0.04316 0.0468 0.00000 80.51846 0.04670 0.0498 0.00000 80.52023 0.04970 0.0523 0.00000 80.52209 0.05228 0.0546 0.00000 80.52405 0.05456 0.0567 0.00000 80.52608 0.05661 0.0585 0.00000 80.52818 0.05846 0.0602 0.00000 80.53035 0.06016 0.0618 0.00000 80.53258 0.06173 0.0632 0.00000 80.53487 0.06319 0.0646 0.00000 80.53720 0.06456 0.0659 0.00000 80.53958 0.06585 0.0671 0.00000 80.54201 0.06707 0.0682 0.00000 80.54448 0.06823 0.0694 0.00000 80.54700 0.06934 0.0704 0.00000 80.54955 0.07039 0.0714 0.00000 80.55214 0.07139 0.0724 0.00000 80.55476 0.07235 0.0733 0.00000 80.55743 0.07326 0.0741 0.00000 80.56012 0.07414 0.0750 0.00000 80.56284 0.07498  0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0.000 0 0.000 0 0.000 0 0,000 0 0.000 0 0.000 0 0.000 0 0.000 0 0,000 0 0.000 0 0.001 0 0.005 0 0.020 0.055 0 0.125 0 0.242 0 0.418 0 0.661 0 0.977 0 1.368 0 1.836 0 2.381 3.002 0 3.699 0 4.470 0 5.314 6.228 0 7.212 0 8.262 0 9.378 0 10.557 0 11.798 0 13.099 0 14.457 0 15.873 17.343 0 18.866 0 20.440 0 22.080 0 23.827 0 25.765 0 27.992 0 30.571 0 33.518 0 36.816 0 40.423 0 44.289 0 48.375 0 52.654 0 57.105 0 61.711 0 66.459 71.337 0 76.336 0 81.447 0 86.666 0 91.984 0 97.397 0 102.901 0 108.491 0 114:164 0 119.914 0 125.740 0 131.636 0 137.602  0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.7 1.0 1.4 1.8 2.4 3.0 3.7 4.5 5.3 6.2 7.2 8.3 9.4 10.6 11.8 13.1 14.5 15.9 17.3 18.9 20.4 22.1 23.8 25.8 28.0 30.6 33.5 36.8 40.4 44.3 48.4 52.7 57.1 61.7 66.5 71.3 76.3 81.4 86.7 92.0 97.4 102.9 108.5 114.2 119.9 125.7 131.6 137.6  0 N.A. 0 U 0 U 0 U 0 U 0 U 0 0 U U 0 0  0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0  06-05-2024 12:06:57 Page2 21    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-1 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rlday) (Rdatum) (/s) Rate (R/s) Volume (#) Volume (#) Discharge (R) Type  Rate Discharge Inflow Infltration Cumulative Flow  (hours) (R/s) 1.622 1.644 1.667 1.689 1.711 1.733 1.756 1.778 1.800 1.822 1.844 1.867 1.889 1.911 1.933 1.956 1.978 2,000 2.022 2.044 2.067 2.089 2.111 2.133 2.156 2.178 2.200 2.222 2.244 2.267 2.289 2.311 2.333 2,356 2.378 2.400 2.422 2.444 2.467 2.489 2.511 2.533 2.556 2.578 2.600 2.622 2.644 2.667 2.689 2.711 2.733 2.756 2.778 2.800 2.822 2.844 2.867 2.889 2.911 2.933 2.956 2.978 3.000 3.022 3.044 3.067 3.089 3.111 3.133 3.156 3.178 3.200 3.222 Archer Road" Trailer Storage  0.0758 0.00000 80,56560 0.07579 0.0766 0.00000 80.56838 0.07656 0.0773 0.00000 80.57119 0.07731 0.0780 0.00000 80.57403 0.07803 0.0787 0.00000 80.57690 0.07872 0.0794 0.00000 80.57978 0.07939 0.0800 0.00000 80.58270 0.08004 0.0807 0.00000 80.58563 0.08066 0.0813 0.00000 80.58859 0.08126 0.0818 0.00000 80.59157 0.08184 0.0824 0.00000 80.59457 0.08239 0.0829 0.00000 80.59759 0.08294 0.0835 0.00000 80.60063 0.08346 0.0840 0.00000 80.60369 0.08396 0.0845 0.00000 80.60677 0.08445 0.0849 0.00000 80.60986 0.08492 0.0854 0.00000 80.61297 0.08539 0.0858 0.00000 80.61610 0.08602 0.0870 0.00000 80.61926 0.08734 0,0895 0.00000 80.62248 0.09011 0.0944 0.00000 80.62584 0.09483 0.1010 0.00000 80.62941 0.10112 0.1081 0.00000 80.63323 0.10798 0.1147 0.00000 80.63730 0.11450 0.1204 0.00000 80.64160 0.12007 0.1247 0.00000 80.64607 0.12441 0.1279 0.00000 80.65069 0.12768 0.1303 0.00000 80.65540 0.13019 0.1323 0.00000 80.66020 0.13218 0.1338 0.00000 80.66506 0.13377 0.1351 0.00000 80.66998 0.13508 0.1362 0.00000 80.67493 0.13617 0.1371 0.00000 80.67993 0.13709 0.1379 0.00000 80,68495 0.13790 0.1386 0.00000 80.69000 0.13861 0.1393 0.00000 80.69508 0.13927 0,1399 0.00000 80.70018 0.13992 0.1406 0.00000 80.70531 0.14061 0.1414 0.00000 80.71046 0.14142 0,1423 0.00000 80.71564 0.14238 0,1435 0.00000 80.72086 0.14349 0.1447 0.00000 80.72613 0.14474 0.1461 0.00000 80.73144 0.14609 0.1475 0.00000 80.73680 0.14751 0.1490 0.00000 80.74222 0.14899 0.1505 0.00000 80.74769 0.15049 0.1520 0.00000 80.75321 0.15200 0.1535 0.00000 80.75880 0.15352 0.1550 0.00000 80.76443 0.15504 0.1566 0.00000 80.77013 0.15655 0.1581 0.00000 80.77587 0.15805 0.1595 0.00000 80.78167 0.15954 0.1610 0,00000 80.78753 0.16101 0.1625 0.00000 80.79344 0.16246 0.1639 0.00000 80.79940 0.16390 0.1653 0.00000 80.80541 0.16532 0.1667 0.00000 80.81148 0.16673 0.1681 0.00000 80.81760 0.16811 0.1695 0.00000 80.82377 0.16948 0.1708 0.00000 80.82999 0.17084 0.1722 0.00000 80.83625 0.17218 0.1735 0.00000 80.84257 0.17350 0.1748 0.00000 80.84893 0.17480 0.1761 0.00000 80.85534 0.17609 0.1774 0.00000 80.86179 0.17702 0.1786 0.00000 87.75002 0.17731 0.1799 0.00000 87.75005 0.17731 0.1811 0.00000 87.75010 0.17731 0.1823 0.00000 87.75018 0.17732 0.1835 0.00000 87.75027 0.17732 0.1847 0.00000 87.75038 0.17733 0.1859 0.00000 87.75052 0.17734 0,1870 0.00000 87.75067 0.17734  0 143.633 0 149.727 0 155.883 0 162.097 0 168.368 0 174.693 0 181.070 0 187.499 0 193.976 0 200.500 0 207.069 0 213.683 0 220.339 0 227.036 0 233.773 0 240.548 0 247.360 0 254.210 0 261,123 0 268.184 0 275.541 0 283.357 0 291.721 0 300.634 0 310.040 0 319.844 0 329.946 0 340.273 0 350,776 0 361.421 0 372.180 0 383.034 0 393.967 0 404.968 0 416.030 0 427,147 0 438.314 0 449.533 0 460.812 0 472.161 0 483.593 0 495.119 0 506.751 0 518.493 0 530.353 0 542.331 0 554.431 0 566.652 0 578.994 0 591.458 0 604.042 0 616.746 0 629.568 0 642.507 0 655.562 0 668.731 0 682.013 0 695.407 0 708.911 0 722.524 0 736.245 0 750.072 0 764.005 0 778.041 0 792.179 0 806.419 0 820.759 0 835.198 0 849.735 0 864.368 0 879.097 0 893.921 0 908.838  143.6 149.7 155.9 162.1 168.4 174.7 181.1 187.5 194.0 200.5 207.1 213.7 220.3 227.0 233.8 240,5 247,4 254.2 261.1 268.2 275.5 283.4 291.7 300.6 310.0 319.8 329.9 340.3 350.8 361.4 372.2 383.0 394.0 405.0 416.0 427.1 438.3 449.5 460.8 472.2 483.6 495.1 506.8 518.5 530.4 542.3 554.4 566.7 579.0 591.5 604.0 616.7 629.6 642.5 655.6 668.7 682.0 695.4 708.9 722.5 736.2 750.1 764.0 778.0 792.2 806.4 820.5 834.7 848.9 863.1 877.3 891.5 905.7  0 U 0 U 0 U 0 U 0 0 0 0 U 0 0 U 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 U/P 0 U/P 0 UIP 0 U/P 0 UIP 0 U/P UP U/P 06-05-2024 12:06:57 Page 22    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 10 : POST-24hr- 100y yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (A/day) (Rdatum) (R/s) Rate (Ré/s) Volume (#) Volume (#) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 3.244 3.267 3.289 3.311 3.333 3.356 3.378 3.400 3.422 3.444 3.467 3.489 3.511 3.533 3.556 3.578 3.600 3.622 3.644 3.667 3.689 3.711 3.733 3.756 3.778 3.800 3.822 3.844 3.867 3.889 3.911 3.933 3.956 3.978 4.000 4.022 4.044 4.067 4.089 4.111 4.133 4.156 4.178 4.200 4.222 4.244 4.267 4.289 4.311 4.333 4.356 4.378 4.400 4.422 4.444 4.467 4.489 4.511 4.533 4.556 4.578 4.600 4.622 4.644 4.667 4.689 4.711 4.733 4.756 4.778 4.800 4.822 4.844 Archer Road1 Trailer Storage  0.1882 0.00000 87.75085 0.17735 0.1893 0.00000 87.75105 0.17736 0.1905 0.00000 87.75125 0.17737 0.1916 0.00000 87.75149 0.17738 0.1927 0.00000 87.75174 0.17739 0.1938 0.00000 87.75201 0.17741 0.1948 0.00000 87.75229 0.17742 0.1959 0.00000 87.75259 0.17743 0.1970 0.00000 87.75291 0.17745 0.1980 0.00000 87.75326 0.17746 0.1990 0.00000 87.75362 0.17748 0.2001 0.00000 87.75399 0.17750 0.2011 0.00000 87.75438 0.17752 0.2021 0.00000 87.75479 0.17754 0.2031 0.00000 87.75521 0.17756 0.2040 0.00000 87.75565 0.17758 0.2050 0.00000 87.75611 0.17760 0.2060 0.00000 87.75658 0.17762 0.2069 0.00000 87.75707 0.17764 0.2079 0.00000 87.75758 0.17767 0.2088 0.00000 87.75809 0.17769 0.2097 0,00000 87.75863 0.17771 0.2107 0.00000 87.75918 0.17774 0.2116 0.00000 87.75974 0.17777 0.2125 0.00000 87.76032 0.17779 0.2134 0,00000 87.76092 0.17782 0.2142 0.00000 87.76153 0.17785 0.2151 0.00000 87.76215 0.17788 0.2160 0.00000 87.76279 0.17791 0.2168 0.00000 87.76344 0.17794 0.2177 0.00000 87.76411 0.17797 0.2185 0.00000 87.76479 0.17800 0.2194 0.00000 87.76548 0.17803 0.2202 0.00000 87.76618 0.17806 0.2210 0.00000 87.76691 0.17810 0.2218 0.00000 87.76764 0.17813 0.2227 0.00000 87.76838 0.17816 0.2235 0.00000 87.76914 0.17820 0.2244 0.00000 87.76991 0.17823 0.2253 0.00000 87.77070 0.17827 0.2261 0.00000 87.77150 0.17831 0.2269 0.00000 87.77232 0.17835 0.2278 0.00000 87.77314 0.17838 0.2286 0.00000 87.77399 0.17842 0.2293 0.00000 87.77483 0.17846 0.2301 0.00000 87.77570 0.17850 0.2309 0.00000 87.77658 0.17854 0.2316 0.00000 87.77747 0.17858 0.2323 0.00000 87.77837 0.17862 0.2331 0.00000 87.77927 0.17867 0.2338 0.00000 87.78020 0.17871 0.2345 0.00000 87.78114 0.17875 0.2352 0.00000 87.78208 0.17879 0.2359 0.00000 87.78304 0.17884 0.2366 0.00000 87.78400 0.17888 0.2373 0.00000 87.78498 0.17893 0.2380 0.00000 87.78596 0.17897 0.2386 0.00000 87.78696 0.17902 0.2393 0.00000 87.78797 0.17906 0.2400 0.00000 87.78899 0.17911 0.2406 0.00000 87.79002 0.17916 0.2413 0.00000 87.79106 0.17921 0.2420 0.00000 87.79211 0.17925 0.2426 0.00000 87.79317 0.17930 0.2432 0.00000 87.79424 0.17935 0.2439 0.00000 87.79531 0.17940 0.2445 0.00000 87.79639 0.17945 0.2451 0.00000 87.79749 0.17950 0.2457 0.00000 87.79860 0.17955 0.2464 0.00000 87.79971 0.17960 0.2470 0.00000 87.80084 0.17965 0.2476 0.00000 87.80197 0.17971 0.2482 0.00000 87.80312 0.17976  0 923.848 0 938.948 0 954.140 0 969.421 0 984.790 0 1000.247 0 1015.790 0 1031.420 0 1047.134 0 1062.932 0 1078.813 0 1094.776 0 1110.821 0 1126.946 0 1143.151 0 1159.435 0 1175.797 0 1192.237 0 1208.753 0 1225.345 0 1242.013 0 1258.755 0 1275.570 0 1292.459 0 1309.420 0 1326.452 0 1343.556 0 1360.730 0 1377.974 0 1395.286 0 1412,667 0 1430.116 0 1447.632 0 1465.215 0 1482.863 0 1500.578 0 1518.358 0 1536.205 0 1554.122 0 1572.108 0 1590.162 0 1608.285 0: 1626.473 0 1644.726 0 1663.042 0 1681.419 0 1699.857 0 1718.355 0 1736.913 0 1755.529 0 1774.203 0 1792.934 0 1811.722 0 1830.566 0 1849.466 0 1868.422 0 1887.432 0 1906.497 0 1925.616 0 1944.788 0 1964.014 0 1983.292 0 2002.622 0 2022.004 0 2041.437 0 2060.922 0 2080.457 0 2100.042 0 2119.677 0 2139.361 0 2159.094 0 2178.876 0 2198.706  919.9 934.0 948.2 962.4 976.6 990.8 1005.0 1019.2 1033.4 1047.6 1061.8 1076.0 1090.2 1104.4 1118.6 1132.8 1147.0 1161.2 1175.4 1189.6 1203.8 1218.1 1232.3 1246.5 1260.7 1274.9 1289.2 1303.4 1317.6 1331.9 1346.1 1360.3 1374.6 1388.8 1403.1 1417.3 1431.6 1445.8 1460.1 1474.3 1488.6 1502.9 1517.1 1531.4 1545.7 1560.0 1574.3 1588.5 1602.8 1617.1 1631.4 1645.7 1660.0 1674.3 1688.6 1702.9 1717.3 1731.6 1745.9 1760.2 1774.6 1788.9 1803.2 1817.6 1831.9 1846.3 1860.6 1875.0 1889.3 1903.7 1918.1 1932.4 1946.8  0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 UIP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P U U/P U/P 0 U/P 0 U/P 0 U/P 0 UP U/P 0 U/P U/P 0 U/P U/P U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 UP 0 UIP UP 0 U/P U/P 0 U/P 0 UIP 0 UP 0 UP U/P 0 U/P UP 0 UIP 0 U/P 0 U/P U/P 0 UP U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UP U/P 0 UIP U/P 0 UIP U/P UP U/P 06-05-2024 12:06:57 Page 23    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr- 100) yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (day) (Rd datum) (R/s) Rate (/s) Volume (#) Volume (A) Discharge (#) Type  Rate  Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 4.867 4,889 4.911 4.933 4,956 4.978 5.000 5.022 5.044 5.067 5.089 5.111 5.133 5.156 5.178 5.200 5.222 5.244 5.267 5.289 5.311 5.333 5.356 5.378 5.400 5.422 5.444 5.467 5.489 5.511 5.533 5.556 5.578 5.600 5.622 5.644 5.667 5.689 5.711 5.733 5.756 5.778 5.800 5.822 5.844 5.867 5.889 5.911 5.933 5.956 5.978 6.000 6.022 6.044 6.067 6.089 6.111 6.133 6.156 6.178 6.200 6.222 6.244 6.267 6.289 6.311 6.333 6.356 6.378 6.400 6.422 6.444 6.467 Archer Road Trailer Storage  0.2488 0.00000 87.80427 0.17981 0,2494 0.00000 87.80543 0.17986 0.2500 0.00000 87.80659 0.17992 0.2505 0.00000 87.80777 0.17997 0.2511 0.00000 87.80895 0.18003 0.2517 0.00000 87,81015 0.18008 0.2523 0.00000 87.81135 0.18014 0.2542 0.00000 87.81257 0.18019 0.2589 0.00000 87.81385 0.18025 0.2680 0.00000 87.81524 0.18032 0.2804 0.00000 87.81680 0.18040 0.2937 0.00000 87.81858 0.18048 0.3062 0.00000 87.82058 0.18058 0.3167 0.00000 87.82276 0.18068 0.3246 0.00000 87.82509 0.18079 0.3303 0.00000 87.82753 0.18090 0.3347 0.00000 87.83006 0.18102 0.3382 0.00000 87.83264 0.18114 0.3409 0.00000 87.83527 0.18126 0.3431 0.00000 87.83794 0.18138 0.3450 0.00000 87.84064 0.18151 0.3465 0.00000 87.84337 0.18163 0.3479 0.00000 87.84611 0.18176 0.3491 0.00000 87.84887 0.18188 0.3502 0.00000 87.85165 0.18201 0.3513 0.00000 87.85444 0.18214 0.3522 0.00000 87.85725 0.18227 0.3532 0.00000 87.86006 0.18240 0.3541 0.00000 87.86288 0.18252 0.3550 0.00000 87.86572 0.18265 0.3558 0.00000 87.86857 0.18278 0.3566 0.00000 87.87142 0.18292 0.3574 0.00000 87.87429 0.18305 0.3582 0.00000 87.87717 0.18318 0.3590 0.00000 87,88004 0.18331 0.3597 0.00000 87.88293 0.18344 0.3605 0.00000 87.88583 0.18357 0.3613 0.00000 87.88875 0.18371 0.3620 0.00000 87.89166 0.18384 0.3628 0.00000 87.89458 0.18397 0.3635 0.00000 87.89751 0.18411 0.3642 0.00000 87.90046 0.18424 0.3650 0.00000 87.90340 0.18438 0.3657 0.00000 87.90636 0.18451 0.3664 0.00000 87.90932 0.18465 0.3671 0.00000 87.91228 0,18478 0.3678 0.00000 87.91526 0.18492 0.3685 0.00000 87.91824 0.18506 0.3692 0.00000 87.92123 0.18519 0.3699 0.00000 87.92423 0.18533 0.3706 0.00000 87.92724 0.18547 0.3712 0.00000 87.93024 0.18560 0,3719 0.00000 87.93327 0.18574 0,3726 0.00000 87.93629 0.18588 0.3732 0.00000 87.93932 0.18602 0,3739 0.00000 87.94235 0.18616 0.3745 0.00000 87.94539 0.18630 0.3752 0.00000 87.94843 0.18643 0.3758 0.00000 87.95149 0.18657 0.3764 0.00000 87.95454 0.18671 0.3770 0.00000 87.95761 0.18685 0.3777 0.00000 87.96068 0,18699 0.3783 0.00000 87.96375 0.18713 0.3789 0.00000 87.96684 0.18727 0.3795 0.00000 87.96992 0.18742 0.3801 0.00000 87.97301 0.18756 0.3807 0.00000 87.97610 0.18770 0.3813 0.00000 87.97920 0.18784 0.3818 0.00000 87.98231 0.18798 0.3824 0.00000 87.98541 0.18812 0.3830 0.00000 87.98853 0.18827 0.3836 0.00000 87.99165 0.18841 0.3841 0.00000 87.99477 0.18855  0 2218.584 0 2238.510 0 2258.482 0 2278.501 0 2298.567 0 2318.679 0 2338.838 0 2359.099 0 2379.624 0 2400.698 0 2422.632 0 2445.598 0 2469,594 0 2494.511 0 2520.165 0 2546.362 0 2572.964 0 2599.879 0 2627.043 0 2654.404 0 2681.927 0 2709.586 0 2737.363 0 2765.243 0 2793.217 0 2821.277 0 2849.418 0 2877.635 0 2905.926 0 2934.288 0 2962.718 0 2991.214 0 3019.773 0 3048.396 0 3077.082 0 3105.830 0 3134.640 0 3163.511 0 3192.443 0 3221.434 0 3250.485 0 3279.595 0 3308.764 0 3337,990 0 3367.274 0 3396.615 0 3426.012 0 3455.465 0 3484.974 0 3514.537 0 3544.155 0 3573.827 0 3603.553 0 3633.332 0 3663.163 0 3693.046 0 3722.982 0 3752.968 0 3783.006 0 3813.094 0 3843.231 0 3873.419 0 3903.656 0 3933.941 0 3964.275 0 3994.657 0 4025.086 0 4055.563 0 4086.086 0 4116.656 0 4147.272 0 4177.934 0 4208.641  1961.2 1975.6 1990.0 2004.4 2018.8 2033.2 2047.6 2062.0 2076.4 2090.9 2105.3 2119.7 2134.2 2148.6 2163.1 2177.5 2192.0 2206.5 2221.0 2235.5 2250.0 2264.5 2279.1 2293.6 2308.2 2322.7 2337.3 2351.9 2366.5 2381.1 2395.7 2410.4 2425.0 2439.6 2454.3 2469.0 2483.7 2498.3 2513.0 2527.8 2542.5 2557.2 2572.0 2586.7 2601.5 2616.3 2631.0 2645.8 2660.7 2675.5 2690.3 2705.2 2720.0 2734.9 2749.7 2764.6 2779.5 2794.4 2809.4 2824.3 2839.2 2854.2 2869.2 2884.1 2899.1 2914.1 2929.1 2944.1 2959.2 2974.2 2989.3 3004.3 3019.4  0 U/P UIP 0 U/P 0 U/P 0 UP U/P 0 UP U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 UIP 0 U/P 0 UIP 0 UP 0 UIP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 UIP U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P UIP 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP U/P U/P UIP U/P U/P U/P U/P U/P U/P U/P 06-05-2024 12:06:57 Page 24    PONDS Version 3.3.0315 Retention Pond Recovery- Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 10 : POST-24hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (flday) (Rdatum) (#/s) Rate (A/s) Volume (R) Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 6.489 6.511 6.533 6.556 6,578 6.600 6,622 6.644 6,667 6.689 6.711 6.733 6.756 6.778 6.800 6.822 6.844 6.867 6.889 6.911 6.933 6.956 6.978 7.000 7.022 7.044 7.067 7.089 7.111 7.133 7.156 7.178 7.200 7.222 7.244 7.267 7.289 7.311 7.333 7.356 7.378 7.400 7.422 7.444 7.467 7.489 7.511 7.533 7.556 7.578 7.600 7.622 7.644 7.667 7.689 7.711 7.733 7.756 7.778 7.800 7.822 7.844 7.867 7.889 7.911 7.933 7.956 7.978 8.000 8.022 8.044 8.067 8.089 Archer Road Trailer Storage  0.3847 0.00000 87.99789 0.18869 0.3852 0.00000 88.00103 0.18884 0.3858 0.00000 88.00417 0,18898 0.3863 0.00000 88.00730 0.18912 0.3869 0.00000 88.01044 0.18927 0.3874 0.00000 88.01360 0.18941 0.3879 0.00000 88.01675 0.18955 0.3885 0.00000 88.01990 0.18970 0.3890 0.00000 88.02306 0.18984 0.3895 0.00000 88.02622 0.18999 0.3900 0.00000 88.02939 0.19013 0.3905 0.00000 88.03255 0.19028 0.3911 0.00000 88.03573 0.19042 0.3916 0.00000 88.03890 0,19057 0.3921 0.00000 88.04208 0.19071 0.3926 0.00000 88.04527 0.19086 0.3931 0.00000 88.04845 0.19100 0.3935 0.00000 88.05164 0.19115 0.3940 0.00000 88.05482 0.19129 0.3945 0.00000 88.05802 0.19144 0.3950 0.00000 88.06122 0.19159 0.3955 0.00000 88.06442 0.19173 0.3959 0.00000 88.06762 0.19188 0.3964 0.00000 88.07082 0.19202 0.3969 0.00000 88.07404 0.19217 0.3974 0.00000 88.07725 0.19232 0.3979 0.00000 88.08046 0.19246 0.3985 0.00000 88.08368 0.19261 0.3991 0.00000 88.08690 0.19276 0.3997 0.00000 88.09013 0.19291 0.4003 0.00000 88.09336 0.19305 0.4008 0.00000 88.09660 0.19320 0.4013 0.00000 88.09983 0.19335 0.4018 0.00000 88.1 10307 0.19350 0.4022 0.00000 88.10632 0.19364 0.4027 0.00000 88.1 10957 0.19379 0.4031 0.00000 88.11281 0.19394 0.4035 0.00000 88.11606 0.19409 0.4040 0.00000 88.11932 0.19424 0.4044 0.00000 88.12257 0.19439 0.4048 0.00000 88.12582 0.19454 0.4052 0.00000 88.12908 0.19468 0.4056 0.00000 88.13234 0.19483 0.4060 0.00000 88.13560 0.19498 0.4064 0.00000 88.13886 0.19513 0.4068 0.00000 88.14212 0.19528 0.4072 0.00000 88.14539 0.19543 0.4076 0.00000 88.14865 0.19558 0.4080 0.00000 88.15192 0.19573 0.4084 0.00000 88.15519 0.19588 0.4088 0.00000 88.15845 0.19603 0.4092 0.00000 88.16173 0.19617 0.4096 0.00000 88.16500 0.19632 0.4099 0.00000 88.16827 0.19647 0.4103 0.00000 88.17155 0.19662 0.4107 0.00000 88.17482 0.19677 0.4111 0.00000 88.17809 0.19692 0.4114 0.00000 88.18137 0.19707 0.4118 0.00000 88.18465 0.19722 0.4122 0.00000 88.18793 0.19737 0.4125 0.00000 88.19121 0.19752 0.4129 0.00000 88.19448 0.19767 0.4132 0.00000 88.19776 0.19782 0.4136 0.00000 88.20104 0.19797 0.4139 0.00000 88.20432 0.19812 0.4143 0.00000 88.20761 0.19827 0.4146 0.00000 88.21089 0.19842 0.4150 0.00000 88.21417 0.19857 0.4154 0.00000 88.21745 0.19872 0.4191 0.00000 88.22076 0.19887 0.4295 0.00000 88.22418 0.19903 0.4506 0.00000 88.22782 0.19921 0.4800 0.00000 88.23184 0.19940  0 4239.393 0 4270.189 0 4301.030 0 4331,915 0 4362.843 0 4393,814 0 4424.828 0 4455.885 0 4486.983 0 4518.124 0 4549.306 0 4580.529 0 4611.793 0 4643.098 0 4674.443 0 4705.828 0 4737.252 4768.716 0 4800.219 0 4831.760 0 4863.340 0 4894.958 0 4926.614 0 4958.308 0 4990.039 0 5021.809 0 5053.622 0 5085.479 0 5117.385 0 5149.337 0 5181.335 0 5213.377 0 5245.459 0 5277.580 0 5309.738 0 5341.933 0 5374.164 0 5406.430 0 5438.730 0 5471.064 0 5503.433 0 5535.834 0 5568.268 0 5600.735 0 5633.234 0 5665.766 0 5698.330 0 5730.925 0 5763.551 0 5796.209 0 5828.897 0 5861.617 0 5894.367 0 5927.147 0 5959.957 0 5992.797 0 6025.667 0 6058.566 0 6091.495 0 6124.453 0 6157.439 0 6190.454 0 6223.498 0 6256.569 0 6289.669 0 6322.797 0 6355.953 0 6389.136 0 6422.351 6455.730 0 6489.673 0 6524.877 0 6562.104  3034.5 3049.6 3064.7 3079.9 3095.0 3110.1 3125.3 3140.5 3155.6 3170.8 3186.0 3201.3 3216.5 3231.7 3247.0 3262.2 3277.5 3292.8 3308.1 3323.4 3338.7 3354.1 3369,4 3384.8 3400.1 3415.5 3430.9 3446.3 3461.7 3477.1 3492.6 3508.0 3523.5 3539.0 3554.5 3570.0 3585.5 3601.0 3616.5 3632.1 3647.6 3663.2 3678.8 3694.4 3710.0 3725.6 3741.2 3756.9 3772.5 3788.2 3803.8 3819.5 3835.2 3850.9 3866.7 3882.4 3898.2 3913.9 3929.7 3945.5 3961.3 3977.1 3992.9 4008.7 4024.6 4040.4 4056.3 4072.2 4088.1 4104.0 4119.9 4135.8 4151.8  0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P - U/P 0 UIP 0 U/P 0 UP U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP U/P 0 UP 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 UP 0 UIP 0 UIP 0 UIP 0 UP 0 U/P 0 UP 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 UIP U/P 0 U/P U/P U/P U/P 06-05-2024 12:06:57 Page 25    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 10 : POST-24hr-1 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rlday) (Rdatum) (R/s) Rate (R/s) Volume (R) Volume (#) Discharge (#) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 8.111 8.133 8.156 8.178 8.200 8.222 8.244 8.267 8.289 8.311 8.333 8.356 8.378 8.400 8.422 8.444 8.467 8.489 8.511 8.533 8.556 8.578 8.600 8.622 8.644 8.667 8.689 8.711 8.733 8.756 8.778 8.800 8.822 8.844 8.867 8.889 8.911 8.933 8.956 8.978 9.000 9.022 9.044 9.067 9.089 9.111 9.133 9.156 9.178 9.200 9.222 9.244 9.267 9.289 9.311 9.333 9.356 9.378 9.400 9.422 9.444 9.467 9.489 9.511 9.533 9.556 9.578 9.600 9.622 9.644 9.667 9.689 9.711 Archer Road Trailer Storage  0.5115 0.00000 88.23632 0.19962 0.5407 0.00000 88.24124 0.19985 0.5653 0.00000 88.24656 0.20010 0.5831 0.00000 88.25219 0.20036 0.5957 0.00000 88.25803 0.20063 0.6050 0.00000 88.26403 0.20091 0.6120 0.00000 88.27014 0.20119 0.6172 0.00000 88.27633 0.20147 0.6212 0.00000 88.28257 0,20176 0.6242 0.00000 88.28885 0.20205 0.6265 0,00000 88.29515 0.20233 0.6284 0.00000 88.30148 0.20262 0.6300 0.00000 88.30782 0.20291 0.6313 0.00000 88.31416 0,20320 0.6324 0.00000 88.32051 0,20349 0.6333 0.00000 88.32687 0.20378 0.6342 0.00000 88.33321 0.20407 0.6351 0.00000 88.33957 0,20436 0.6358 0.00000 88.34592 0.20465 0.6365 0.00000 88.35226 0.20494 0.6371 0.00000 88.35860 0.20523 0.6377 0,00000 88.36494 0.20552 0.6383 0.00000 88.37128 0.20581 0.6389 0.00000 88.37761 0.20610 0.6395 0.00000 88.38393 0.20639 0.6400 0.00000 88.39026 0.20667 0.6406 0.00000 88.39658 0.20696 0.6412 0.00000 88.40289 0.20725 0.6418 0.00000 88.40919 0.20754 0.6423 0.00000 88.41550 0.20783 0.6429 0.00000 88.42179 0.20811 0.6434 0.00000 88.42809 0.20840 0.6440 0.00000 88.43437 0.20869 0.6445 0.00000 88.44065 0.20897 0,6451 0.00000 88.44693 0.20926 0.6456 0.00000 88.45320 0.20955 0.6461 0.00000 88.45947 0.20983 0.6466 0.00000 88.46574 0.21012 0.6471 0.00000 88.47199 0.21040 0.6477 0.00000 88.47824 0.21069 0.6482 0.00000 88.48449 0.21097 0.6487 0.00000 88.49073 0.21126 0.6492 0.00000 88.49697 0.21154 0,6497 0.00000 88.50320 0.21183 0.6502 0.00000 88.50942 0.21211 0.6506 0.00000 88.51565 0.21239 0.6511 0.00000 88.52186 0.21268 0.6516 0.00000 88.52807 0.21296 0.6521 0.00000 88.53427 0.21324 0.6525 0.00000 88.54047 0.21353 0.6530 0.00000 88.54666 0.21381 0.6535 0.00000 88.55285 0.21409 0,6539 0.00000 88.55903 0.21437 0.6544 0.00000 88.56521 0.21466 0,6548 0.00000 88.57138 0.21494 0,6553 0.00000 88.57754 0.21522 0,6557 0.00000 88.58370 0.21550 0.6562 0.00000 88.58985 0.21578 0,6566 0.00000 88.59600 0.21606 0.6570 0.00000 88.60214 0.21634 0.6575 0.00000 88.60828 0.21662 0.6579 0.00000 88.61440 0.21690 0,6583 0.00000 88.62053 0.21718 0,6587 0.00000 88.62664 0.21746 0.6591 0.00000 88.63275 0.21774 0.6595 0.00000 88.63886 0.21802 0.6600 0.00000 88.6 .64496 0.21829 0.6604 0.00000 88.65105 0.21857 0.6608 0.00000 88.65714 0.21885 0.6612 0.00000 88.66322 0.21913 0.6616 0.00000 88.66930 0.21940 0.6619 0.00000 88.67536 0.21968 0.6623 0.00000 88.68143 0.21996  0 6601,764 0 6643.853 0 6688.093 0 6734.029 0 6781.183 0 6829.212 0 6877.892 0 6927.061 0 6976.595 0 7026.408 0 7076.437 0 7126.635 0 7176.971 0 7227.419 0 7277.964 0 7328.593 0 7379.296 0 7430.068 0 7480.902 0 7531.792 0 7582.735 0 7633.726 0 7684.765 0 7735.851 0 7786.985 0 7838.165 0 7889.392 0 7940.665 0 7991.983 0 8043.346 0 8094.754 0 8146.207 0 8197.703 0 8249.242 8300.825 0 8352.450 0 8404.118 0 8455.828 0 8507.579 0 8559.372 0 8611.205 0 8663.078 0: 8714.992 0 8766.946 0 8818.939 0 8870.972 0 8923.042 0. 8975.151 0 9027.299 0 9079.483 0 9131.706 0. 9183.966 0 9236.263 0 9288.595 0 9340.964 0 9393.369 0 9445.810 0 9498.285 0 9550.796 0 9603.341 0 9655.921 0 9708.535 0 9761.183 0 9813.863 0 9866.578 0 9919.325 0 9972.105 0 10024.920 0 10077.760 10130.640 10183.550 10236.490 10289.460  4167.7 4183.7 4199.7 4215.7 4231.7 4247.8 4263.9 4280.0 4296.1 4312.3 4328.5 4344.7 4360.9 4377.1 4393.4 4409.7 4426.0 4442.3 4458.7 4475.1 4491.5 4507.9 4524.4 4540.8 4557.3 4573.9 4590.4 4607.0 4623.6 4640.2 4656.8 4673.5 4690.2 4706.9 4723.6 4740.3 4757.1 4773.9 4790.7 4807.6 4824.5 4841.3 4858.3 4875.2 4892.1 4909.1 4926.1 4943.2 4960.2 4977.3 4994.4 5011.5 5028.6 5045.8 5063.0 5080.2 5097.4 5114.7 5131.9 5149.2 5166.5 5183.9 5201.2 5218.6 5236.0 5253.5 5270.9 5288.4 5305.9 5323.4 5341.0 5358.5 5376.1  0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 UIP 0 U/P 0 UP 0 U/P 0 U/P 0 UP 0 UIP 0 UP 0 UIP 0 UP UP 0 UIP 0 U/P 0 UP 0 U/P 0 U/P 0 UIP U/P 0 UP U/P 0 U/P UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 UP U/P 0 UP 0 U/P 0 UIP 0 UIP 0 UP 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P , U/P U/P 06-05-2024 12:06:57 Page 26    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont,d.) : Scenario 10 : POST-24hr-1 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (lday) (Rdatum) (/s) Rate (R/s) Volume (#) Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (#é/s) 9.733 9.756 9.778 9.800 9.822 9.844 9.867 9.889 9.911 9.933 9.956 9.978 10.000 10.022 10.044 10.067 10.089 10.111 10.133 10.156 10.178 10.200 10.222 10.244 10.267 10.289 10.311 10.333 10.356 10.378 10.400 10.422 10.444 10.467 10.489 10.511 10.533 10.556 10.578 10.600 10.622 10.644 10.667 10.689 10.711 10.733 10.756 10.778 10.800 10.822 10.844 10.867 10.889 10.911 10.933 10.956 10.978 11.000 11.022 11.044 11.067 11.089 11.111 11.133 11.156 11.178 11.200 11.222 11.244 11.267 11.289 11.311 11,333 Archer Road" Trailer Storage  0.6627 0.00000 88.68748 0.22023 0.6631 0.00000 88.69353 0.22051 0.6635 0.00000 88.69958 0.22079 0.6639 0.00000 88.70562 0.22106 0.6642 0.00000 88.71165 0.22134 0.6646 0.00000 88.71767 0.22161 0.6650 0,00000 88.72369 0.22189 0.6653 0.00000 88.72971 0.22216 0.6657 0.00000 88.73572 0.22243 0.6660 0.00000 88.74171 0.22271 0.6664 0.00000 88.74771 0.22299 0.6668 0.00000 88.75370 0.22328 0.6671 0.00000 88.75968 0.22357 0.6707 0.00000 88.76568 0.22386 0.6813 0.00000 88.77175 0.22416 0.7035 0.00000 88.77805 0.22448 0.7350 0.00000 88.78468 0.22481 0.7691 0.00000 88.79174 0.22516 0.8010 0.00000 88.79922 0.22553 0.8280 0.00000 88,80708 0.22592 0.8477 0.00000 88.81524 0.22632 0.8616 0.00000 88.82359 0.22673 0.8718 0.00000 88.83209 0.22714 0.8794 0.00000 88.84068 0.22756 0.8850 0.00000 88.84934 0.22798 0,8892 0.00000 88.85805 0.22840 0.8923 0.00000 88.86678 0.22882 0.8948 0.00000 88.87552 0.22925 0.8967 0.00000 88.88428 0.22967 0.8982 0.00000 88.89303 0.23009 0.8994 0.00000 88.90177 0.23052 0.9005 0.00000 88.91051 0.23094 0.9014 0.00000 88.91925 0.23136 0.9022 0.00000 88.92797 0.23179 0.9029 0.00000 88.93668 0.23221 0.9035 0.00000 88.94538 0.23263 0.9041 0.00000 88.95407 0.23305 0.9046 0.00000 88.96274 0.23347 0.9051 0.00000 88.97140 0.23389 0.9056 0.00000 88.98003 0.23430 0.9061 0.00000 88.9 98866 0.23472 0.9065 0.00000 88.99728 0.23514 0.9070 0.00000 89.00587 0.23555 0.9075 0.00000 89.01446 0.23597 0.9080 0.00000 89.02303 0.23638 0.9084 0.00000 89.03159 0.23680 0,9089 0.00000 89.04012 0.23721 0.9093 0.00000 89.04865 0.23762 0.9098 0.00000 89.05716 0.23804 0.9102 0.00000 89.06566 0.23845 0.9106 0.00000 89.07414 0.23886 0.9111 0.00000 89.08261 0.23927 0.9115 0.00000 89.09106 0.23968 0.9119 0.00000 89.09950 0.24008 0.9124 0.00000 89.10793 0.24049 0.9128 0.00000 89.11634 0.24090 0.9132 0.00000 89.12474 0.24131 0.9137 0.00000 89.13313 0.24171 0.9178 0.00000 89.14152 0.24212 0.9291 0.00000 89.14999 0.24253 0.9523 0.00000 89.1 15865 0.24296 0.9843 0.00000 89.16764 0.24341 1.0187 0.00000 89.17702 0.24387 1.0505 0.00000 89.18678 0.24435 1.0772 0.00000 89.1 19688 0.24485 1.0966 0.00000 89.20723 0.24535 1,1102 0.00000 89.21775 0.24586 1,1202 0.00000 89.22839 0.24638 1.1277 0.00000 89.23912 0.24690 1.1331 0.00000 89.24989 0.24742 1.1373 0.00000 89.26069 0.24795 1.1404 0.00000 89.27151 0.24847 1.1428 0.00000 89.28233 0.24899  0 10342.460 0 10395.490 0 10448.560 0 10501.650 0 10554.770 0 10607.930 0 10661.110 0 10714.320 0 10767.560 0 10820,830 0 10874.130 0 10927.450 0 10980.810 0 11034.320 0 11088.400 0 11143.790 0 11201.330 0 11261.490 0 11324.290 0 11389.460 0 11456.490 0 11524.860 0 11594.200 0 11664.250 0 11734.820 0 11805,790 0 11877.050 0 11948.530 0 12020.190 0 12091.980 0 12163.890 0 12235.890 0 12307.960 0 12380.100 12452.310 0 12524.560 0 12596.870 0 12669.220 0 12741.610 0 12814.040 0 12886.500 0 12959.010 0 13031.550 0 13104.130 0 13176.750 0 13249.400 0 13322.090 13394.820 13467.580 0 13540.380 0 13613.220 0 13686.080 0 13758.990 0 13831.930 0 13904.900 13977.900 14050.940 14124.020 0 14197.280 14271.150 14346,410 14423.870 14503.990 14586.760 14671.870 14758.820 14847.090 0 14936.310 15026.220 15116.650 15207,470 15298.580 15389.910  5393.7 5411.3 5429.0 5446.7 5464.4 5482.1 5499.8 5517.6 5535.4 5553.2 5571.0 5588.9 5606.7 5624.6 5642.5 5660.5 5678.5 5696.5 5714.5 5732.5 5750.6 5768.8 5786.9 5805.1 5823.3 5841.6 5859.9 5878.2 5896.5 5914.9 5933.4 5951.8 5970.3 5988.8 6007.4 6026.0 6044.6 6063.3 6082.0 6100.7 6119.5 6138.3 6157.1 6175.9 6194.8 6213.8 6232.7 6251.7 6270.7 6289.8 6308.9 6328.0 6347.2 6366.4 6385.6 6404.8 6424.1 6443.5 6462.8 6482.2 6501.6 6521.1 6540.6 6560.1 6579.7 6599.3 6618.9 6638,6 6658.3 6678.1 6697.9 6717.8 6737.7  0 UIP 0 UIP 0 UIP 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 UIP UIP 0 UP 0 U/P 0 UP 0 U/P 0 U/P 0 U/P , U/P 0 U/P U/P 0 UP U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 06-05-2024 12:06:57 Page 27    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-1 100y yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (A/day) (Ro datum) (/s) Rate (R/s) Volume (R) Volume (#) Discharge (#) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 11.356 11.378 11.400 11.422 11.444 11.467 11.489 11.511 11.533 11.556 11.578 11.600 11.622 11,644 11.667 11,689 11.711 11,733 11.756 11.778 11,800 11.822 11.844 11.867 11.889 11,911 11.933 11.956 11,978 12.000 12.022 12.044 12.067 12.089 12.111 12,133 12.156 12.178 12.200 12.222 12.244 12.267 12.289 12.311 12.333 12.356 12.378 12.400 12.422 12.444 12.467 12.489 12.511 12.533 12.556 12,578 12.600 12.622 12.644 12.667 12.689 12,711 12.733 12.756 12.778 12.800 12.822 12.844 12.867 12.889 12.911 12.933 12.956 Archer Road" Trailer Storage  1.1447 0.00000 89.29314 0.24952 1.1462 0.00000 89.30396 0.25004 1.1474 0.00000 89.31475 0.25056 1.1485 0.00000 89.32553 0.25108 1.1494 0.00000 89.33630 0.25161 1.1502 0.00000 89.34704 0.25212 1.1509 0.00000 89.35777 0.25264 1.1515 0.00000 89.36847 0.25316 1.1521 0.00000 89.37916 0.25368 1.1526 0.00000 89.38982 0.25419 1.1531 0.00000 89.4 40046 0.25471 1.1536 0.00000 89.41108 0.25522 1.1540 0.00000 89.42168 0.25574 1.1545 0.00000 89.43225 0.25625 1.1550 0.00000 89.44281 0.25676 1.1554 0,00000 89.45334 0.25727 1.1559 0.00000 89.46385 0.25778 1.1564 0.00000 89.47434 0.25828 1,1568 0,00000 89.48481 0.25879 1,1573 0,00000 89.49526 0.25929 1.1577 0.00000 89.50568 0.25980 1.1581 0.00000 89.51609 0.26030 1.1586 0.00000 89.52648 0,26080 1.1590 0.00000 89.53684 0.26131 1.1594 0.00000 89.54719 0.26181 1.1598 0.00000 89.55751 0,26231 1.1603 0.00000 89.56781 0.26280 1.1607 0.00000 89.57809 0.26330 1.1611 0.00000 89.58836 0.26380 1.1615 0.00000 89.59859 0.26429 1.1567 0.00000 89.60879 0.26478 1.1408 0.00000 89.61884 0.26526 1.1066 0.00000 89.62858 0.26572 1.0583 0.00000 89.63783 0.26615 1.0063 0.00000 89.64649 0.26656 0.9579 0.00000 89.65457 0.26694 0.9173 0.00000 89.66213 0.26729 0.8882 0.00000 89.66929 0.26763 0.8680 0.00000 89.67616 0.26796 0.8536 0,00000 89.68282 0.26828 0.8429 0.00000 89.68932 0.26859 0.8354 0.00000 89.69572 0.26890 0.8300 0,00000 89.70203 0.26920 0.8262 0.00000 89.70828 0.26951 0.8235 0.00000 89.71448 0.26981 0.8216 0.00000 89.72065 0.27010 0.8202 0.00000 89.72678 0.27040 0.8193 0.00000 89.73290 0.27070 0.8187 0.00000 89.73900 0.27099 0.8183 0.00000 89.74508 0.27129 0.8180 0.00000 89.75114 0.27160 0.8178 0.00000 89.75720 0.27190 0.8178 0.00000 89.76324 0.27221 0.8179 0.00000 89.76928 0.27252 0.8180 0.00000 89.77531 0.27282 0.8182 0.00000 89.78132 0.27313 0.8184 0.00000 89.78733 0.27343 0.8185 0.00000 89.79333 0.27374 0.8187 0.00000 89.79932 0.27404 0.8188 0.00000 89.80530 0.27435 0.8190 0.00000 89.81128 0.27465 0.8192 0.00000 89.81725 0.27495 0.8193 0.00000 89.82320 0.27526 0.8195 0.00000 89.82915 0.27556 0.8196 0.00000 89.83509 0.27586 0.8198 0.00000 89.84103 0.27616 0.8199 0.00000 89.8 84695 0.27646 0.8201 0.00000 89.85287 0.27676 0.8202 0.00000 89.85878 0.27706 0.8204 0.00000 89.86469 0.27736 0.8205 0.00000 89.87057 0.27766 0.8207 0.00000 89.87646 0.27796 0.8208 0.00000 89.88234 0.27826  0 15481,410 0 15573.040 0 15664.790 0 15756.630 0 15848.540 0 15940.520 0 16032,560 16124.660 0 16216.800 0 16308.990 0 16401.220 0 16493.480 16585.790 16678.130 0 16770.510 16862.920 16955.380 17047.870 , 17140.400 7123,6 0 17232.960 17325.560 17418.190 0 17510.860 0 17603.560 17696.300 17789.070 17881.880 0 17974.710 0 18067.580 18160.490 0 18253.210 0 18345.110 0 18435.010 0 18521,610 18604.190 18682,760 0 18757.760 0 18829.980 18900.230 0 18969.1 100 0 19036.960 0 19104.090 19170.710 0 19236.960 0 19302.940 0 19368.740 0 19434.410 19499.990 0 19565.510 0 19630.990 0 19696.440 0 19761.880 0 19827.300 0 19892.730 0 19958.160 20023.610 20089.070 20154.540 0 20220.030 20285.530 20351.050 0 20416.570 0 20482.110 0 20547.660 0 20613.220 20678.800 0 20744.390 0 20809.990 20875.600 20941.220 21006.860 21072.510 21138.170  6757.6 6777.6 6797.6 6817.7 6837.8 6857.9 6878.1 6898.4 6918.6 6939.0 6959.3 6979.7 7000.1 7020.6 7041.1 7061.7 7082.3 7103.0 7144.4 7165.1 7185,9 7206.8 7227.7 7248.6 7269.5 7290.5 7311.6 7332,7 7353.8 7375.0 7396.2 7417.4 7438.7 7460.0 7481.3 7502.7 7524.1 7545.5 7567.0 7588.4 7609.9 7631.5 7653.0 7674.6 7696.2 7717.8 7739.4 7761.1 7782.8 7804.5 7826.3 7848.0 7869.8 7891.6 7913.5 7935.3 7957.2 7979.1 8001.1 8023.0 8045.0 8067.0 8089.0 8111.1 8133.2 8155.3 8177.4 8199.6 8221.8 8244.0 8266.2 8288.4  0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 UIP 0 U/P 0 UIP 0 UIP 0 UIP 0 U/P 0 UP UIP 0 UIP 0 UP U/P UIP U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P U/P 0 U/P 0 U/P 0 UP U/P 0 UP U/P 0 U/P U/P 0 U/P U/P U/P 0 U/P 0 U/P 0 U/P UIP 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 UIP UIP 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P U/P UP 0 U/P U/P U/P UP 06-05-2024 12:06:58 Page 28    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr- 100y yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rday) (Rd datum) (#/s) Rate (A/s) Volume (R*) Volume (#) Discharge (#) Type  Rate  Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 12.978 13.000 13.022 13.044 13.067 13.089 13.111 13.133 13.156 13.178 13.200 13.222 13.244 13.267 13.289 13.311 13.333 13.356 13.378 13.400 13.422 13.444 13.467 13.489 13.511 13.533 13.556 13.578 13.600 13.622 13.644 13.667 13.689 13.711 13.733 13.756 13.778 13.800 13.822 13.844 13.867 13.889 13.911 13.933 13.956 13.978 14.000 14.022 14.044 14.067 14.089 14.111 14.133 14.156 14.178 14.200 14.222 14.244 14.267 14.289 14.311 14.333 14.356 14.378 14.400 14.422 14.444 14.467 14.489 14.511 14.533 14.556 14.578 Archer Road Trailer Storage  0.8210 0.00000 89.88821 0.27856 0.8211 0.00000 89.89407 0.27886 0.8196 0.00000 89.89992 0.27915 0.8145 0.00000 89.90572 0.27944 0.8034 0.00000 89.91142 0.27973 0.7876 0.00000 89.91698 0.28001 0.7704 0.00000 89.92234 0.28027 0.7543 0.00000 89.92751 0.28053 0.7408 0.00000 89.93253 0.28078 0.7311 0.00000 89,93741 0.28103 0.7243 0.00000 89.94219 0.28127 0.7195 0.00000 89.94691 0.28151 0.7159 0.00000 89.95157 0.28175 0.7135 0.00000 89.95619 0.28198 0.7117 0.00000 89.96079 0.28221 0.7104 0.00000 89.96536 0.28245 0.7096 0.00000 89.96992 0.28268 0.7090 0.00000 89.97446 0.28291 0.7085 0.00000 89.97900 0.28314 0.7083 0.00000 89.98351 0.28337 0.7081 0.00000 89,98803 0.28360 0.7080 0.00000 89.99253 0.28383 0.7080 0.00000 89.99703 0.28405 0.7079 0.00000 90.00153 0.28428 0.7080 0.00000 90.00601 0.28451 0.7080 0.00000 90.01049 0.28474 0.7081 0.00000 90.01497 0.28496 0.7082 0.00000 90.01943 0.28519 0.7083 0.00000 90.02390 0.28542 0.7084 0.00000 90.02836 0.28565 0.7085 0.00000 90.03281 0.28587 0.7086 0.00000 90.03727 0.28610 0.7087 0.00000 90.04171 0.28632 0.7088 0.00000 90.04615 0.28655 0.7089 0.00000 90.05059 0.28677 0.7089 0.00000 90.05502 0.28700 0.7090 0.00000 90.05945 0.28722 0.7091 0.00000 90.06387 0.28745 0.7092 0.00000 90.06828 0.28767 0.7093 0.00000 90.07269 0.28790 0.7094 0.00000 90.07710 0.28812 0.7095 0.00000 90.08150 0.28835 0.7096 0.00000 90.08590 0.28857 0.7097 0.00000 90.09029 0.28879 0.7097 0.00000 90.09468 0.28901 0.7098 0.00000 90.09906 0.28924 0.7099 0.00000 90.10344 0.28946 0.7100 0.00000 90.10781 0.28968 0.7100 0.00000 90.11217 0.28990 0.7099 0.00000 90.11654 0.29012 0.7097 0.00000 90.12090 0.29035 0.7096 0.00000 90.12524 0.29057 0.7094 0.00000 90.12958 0.29079 0.7093 0.00000 90.13391 0.29101 0.7092 0.00000 90.13824 0.29123 0.7092 0.00000 90.14256 0.29145 0.7092 0.00000 90.14687 0.29167 0.7092 0.00000 90.15118 0.29188 0.7093 0.00000 90.15549 0.29210 0.7093 0.00000 90.15978 0.29232 0.7094 0.00000 90.16408 0.29254 0.7095 0.00000 90.16837 0.29276 0.7095 0.00000 90.17265 0.29298 0.7096 0.00000 90.17693 0.29319 0.7097 0.00000 90.18121 0.29341 0.7098 0.00000 90.18548 0.29363 0.7098 0.00000 90.18974 0.29384 0.7099 0.00000 90.19401 0.29406 0.7100 0.00000 90.19827 0.29428 0.7101 0.00000 90.20251 0.29449 0.7101 0.00000 90.20676 0.29471 0.7102 0.00000 90.21101 0.29492 0.7103 0.00000 90.21525 0.29514  0 21203.840 0 21269.530 0 21335.150 0 21400.520 0 21465.230 21528.870 0 21591.190 21652.180 21711.980 21770.860 0 21829.070 0 21886.820 21944.240 0 22001.420 0 22058.420 0 22115.310 22172.110 0 22228.850 0 22285.550 0 22342.220 22398.880 22455.520 22512.160 0 22568.790 0 22625.430 0 22682.070 0 22738.720 0 22795.370 0 22852.030 0 22908.700 22965.380 23022.060 0 23078.750 0 23135.450 23192.150 0 23248.860 0 23305.580 0 23362.310 0 23419.040 0 23475.780 0 23532.530 0 23589.290 23646.050 23702.820 23759.590 23816.370 0 23873.160 23929.960 0 23986.760 0 24043.550 0 24100.330 0 24157.110 0 24213.860 0 24270.610 0 24327.350 0 24384.090 0 24440.820 0 24497.560 0 24554.300 0 24611.050 24667.800 24724.550 0 24781.320 0 24838.080 24894.850 0 24951.630 0 25008.410 0 25065.200 0 25122.000 0 25178.800 0 25235.610 0 25292.420 0 25349.240  8310.7 8333,0 8355.3 8377,7 8400.0 8422,4 8444.8 8467.3 8489.7 8512.2 8534.7 8557.2 8579.7 8602.3 8624.8 8647.4 8670.0 8692.7 8715.3 8738.0 8760.6 8783.3 8806.0 8828.8 8851.5 8874.3 8897.1 8919.9 8942.7 8965.6 8988.4 9011.3 9034.2 9057.1 9080.0 9103.0 9126.0 9149.0 9172.0 9195.0 9218.0 9241.1 9264.2 9287.2 9310.4 9333.5 9356.6 9379.8 9403.0 9426.2 9449.4 9472.6 9495.9 9519.2 9542.5 9565.8 9589.1 9612.4 9635.8 9659.2 9682.6 9706.0 9729.4 9752.9 9776.3 9799.8 9823.3 9846.8 9870.3 9893.9 9917.5 9941.1 9964.7  0 UIP 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 UP 0 U/P UP 0 UP 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P U/P 0 U/P U/P 0 UIP UIP 0 UP 0 U/P 0 UIP 0 U/P U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P U UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UIP 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P U/P 06-05-2024 12:06:58 Page 29    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright2 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-: 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Aday) (datum) (As) Rate (s) Volume (#) Volume (A) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 14.600 14.622 14.644 14.667 14.689 14.711 14.733 14.756 14.778 14.800 14.822 14.844 14.867 14.889 14.911 14.933 14.956 14.978 15.000 15.022 15.044 15.067 15.089 15.111 15.133 15.156 15.178 15.200 15.222 15.244 15.267 15.289 15.311 15.333 15.356 15.378 15.400 15.422 15.444 15.467 15.489 15.511 15.533 15.556 15.578 15.600 15.622 15.644 15.667 15.689 15.711 15.733 15.756 15.778 15.800 15.822 15.844 15.867 15.889 15.911 15.933 15.956 15.978 16.000 16.022 16.044 16.067 16.089 16.111 16.133 16.156 16.178 16.200 Archer Road Trailer Storage  0.7104 0.00000 90.21948 0.29535 0.7104 0.00000 90.22371 0.29557 0.7105 0.00000 90.22794 0.29578 0.7106 0,00000 90.23215 0.29600 0.7106 0.00000 90.23637 0.29621 0.7107 0,00000 90.24059 0.29643 0.7108 0.00000 90.24479 0.29664 0.7109 0.00000 90.24899 0.29685 0.7109 0.00000 90.25320 0.29707 0.7110 0.00000 90.25739 0.29728 0.7111 0.00000 90.26157 0.29749 0.7112 0.00000 90.26576 0.29771 0.7112 0,00000 90.26994 0.29792 0.7113 0.00000 90.27412 0.29813 0.7114 0.00000 90.27829 0.29834 0.7114 0.00000 90.28246 0.29855 0.7115 0.00000 90.28662 0.29877 0.7116 0.00000 90.29078 0.29898 0.7116 0,00000 90.29494 0.29919 0.7099 0,00000 90.29907 0.29940 0.7045 0.00000 90.30318 0.29960 0.6928 0,00000 90.30718 0.29980 0.6763 0.00000 90.31105 0.29999 0.6586 0,00000 90.31474 0.30018 0.6421 0.00000 90.31824 0.30035 0.6283 0.00000 90,32160 0.30052 0.6184 0.00000 90.32484 0.30068 0.6115 0.00000 90.32798 0.30084 0.6065 0,00000 90.33106 0.30100 0.6029 0.00000 90.33410 0.30115 0.6003 0.00000 90.33710 0.30130 0.5985 0.00000 90.34008 0.30145 0.5972 0.00000 90.34304 0.30160 0.5962 0.00000 90.34599 0.30175 0.5956 0.00000 90.34892 0.30190 0.5951 0.00000 90,35184 0.30205 0.5948 0.00000 90,35477 0.30220 0.5945 0.00000 90.35767 0.30235 0.5944 0.00000 90.36059 0.30249 0.5943 0,00000 90.36349 0.30264 0.5942 0.00000 90.36639 0.30279 0.5942 0.00000 90.3 36929 0.30293 0.5942 0.00000 90.37218 0.30308 0.5942 0.00000 90.37507 0.30323 0.5943 0.00000 90.37796 0.30338 0.5943 0.00000 90.38084 0.30352 0.5944 0.00000 90.38373 0.30367 0.5944 0.00000 90.38661 0.30382 0.5944 0.00000 90.38949 0.30396 0.5945 0.00000 90.39236 0.30411 0.5945 0.00000 90.39524 0.30425 0.5946 0.00000 90.39812 0.30440 0.5946 0.00000 90.40099 0.30455 0.5946 0.00000 90.40385 0.30469 0.5947 0.00000 90.40672 0.30484 0.5947 0.00000 90.40958 0.30498 0.5948 0.00000 90.41244 0.30513 0.5948 0.00000 90.41529 0.30527 0.5949 0.00000 90.41815 0.30542 0.5949 0.00000 90.42101 0.30556 0.5949 0.00000 90.42385 0.30571 0.5950 0.00000 90.42670 0.30585 0.5950 0.00000 90.42954 0.30600 0.5951 0.00000 90.43239 0.30614 0.5934 0.00000 90.43522 0.30628 0.5881 0.00000 90.43802 0.30642 0.5767 0.00000 90.44073 0.30656 0.5604 0.00000 90.44330 0.30668 0.5428 0.00000 90.44570 0.30680 0.5264 0.00000 90.44794 0.30691 0.5125 0.00000 90.45003 0.30702 0.5025 0.00000 90.45199 0.30711 0.4956 0.00000 90.45387 0.30721  0 25406.060 9988.3 0 25462.900 10011.9 0 25519.730 10035.6 0 25576,580 10059.2 0 25633.430 10082.9 0 25690,280 10106.6 . 25747.140 10130.4 25804.010 10154.1 25860.880 10177.9 25917.760 10201.6 25974.640 10225.4 26031.530 10249.2 26088.430 10273.1 26145.330 10296.9 26202.230 10320.8 26259.140 10344.6 26316.060 10368.5 26372.980 10392.4 26429.910 10416.4 26486.780 10440.3 26543.350 10464.3 26599.240 10488.2 26654.010 10512.2 26707.410 10536.2 26759,430 10560.3 26810.250 10584.3 26860.110 10608.3 26909.310 10632.4 26958.030 10656.5 27006.400 10680.6 27054.530 10704.7 27102.490 10728.8 27150.310 10752.9 27198.040 10777.0 27245.720 10801.2 27293.340 10825.3 0 27340.930 10849.5 0 27388.510 10873.7 27436.060 10897.9 27483.610 10922.1 27531.150 10946.3 0 27578.680 10970.5 27626.210 10994.8 27673.750 11019.0 27721.290 11043.3 27768.830 11067.6 27816.380 11091.8 27863.930 11116.1 27911.480 11140.5 27959.040 11164.8 07 28006.600 11189.1 28054.170 11213.5 28101.730 11237.8 28149.300 11262.2 0 28196.880 11286.6 28244.450 11311.0 28292.030 11335.4 28339.620 11359.8 28387.200 11384.2 28434.790 11408.6 28482.390 11433.1 28529.980 11457.6 28577.580 11482.0 28625.190 11506.5 28672.720 11531.0 28719.980 11555.5 0 28766.580 11580.0 0 28812.060 11604.6 28856.190 11629.1 28898.960 11653.7 28940.520 11678.2 28981.120 11702.8 29021.040 11727.4  0 U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P UIP UIP U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 06-05-2024 12:06:58 Page 30    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-1 100y yr  Combined  Elapsed Instantaneous Outside  Stage Infiltration Instantaneous Cumulative Cumulative Combined (R/day) (tdatum) (/s) Rate (T/s) Volume (#P) Volume (R) Discharge (#) Type  Time Inflow Rate Recharge Elevation Rate  Discharge Inflow Infitration Cumulative Flow 0 29060,490 11751.9 0 29099.5 590 11776.5 0 29138.430 11801.1 0 29177.100 11825.7 0 29215.640 11850.3 29254.080 11874.9 0 29292.460 11899.6 29330.790 11924.2 29369.080 11948.8 29407.360 11973.5 U 29445.610 11998.1 29483.850 12022.8 0 29522.090 12047.4 29560.320 12072.1 0, 29598.540 12096.8 29636.770 12121.5 29675.000 12146.2 29713.230 12170.9 29751.460 12195.6 0 29789.700 12220.3 29827.940 12245.0 29866.1 180 12269.7 29904.420 12294.4 29942.660 12319.2 29980.900 12343.9 30019.150 12368.7 30057. 400 12393.4 30095.6 650 12418.2 30133.900 12443.0 30172.150 12467.7 30210.410 12492.5 30248.670 12517.3 30286.930 12542.1 30325,190 12566.9 30363.450 12591.7 30401.710 12616.5 0 30439.980 12641.4 0 30478.240 12666.2 30516.500 12691.0 30554.750 12715.9 30592.990 12740.7 0 30631.220 12765.6 30669.440 12790.4 30707.650 12815.3 30745.850 12840.2 30784.060 12865.1 30822.260 12890.0 30860.460 12914.9 30898.660 12939.8 30936.860 12964.7 30975.060 12989.6 31013.270 13014.5 31051.470 13039.4 31089.680 13064.4 31127.880 13089.3 31166.090 13114.3 31204.300 13139.2 31242.510 13164:2 31280.730 13189.1 31318.940 13214:1 31357.160 13239.1 31395.380 13264.1 31433.600 13289.1 31471.820 13314.1 31510.040 13339.1 31548.270 13364.1 0 31586.490 13389.1 0 31624.720 13414.1 0 31662.950 13439.2 31701.190 13464.2 31739.420 13489.2 31777.650 13514.3 31815.890 13539.4  (hours) (#P/s) 16.222 16.244 16.267 16.289 16.311 16.333 16.356 16.378 16.400 16.422 16.444 16.467 16.489 16.511 16.533 16.556 16.578 16.600 16.622 16.644 16.667 16.689 16.711 16.733 16.756 16,778 16.800 16.822 16.844 16.867 16.889 16.911 16.933 16.956 16.978 17.000 17.022 17.044 17.067 17.089 17.111 17.133 17.156 17.178 17.200 17,222 17.244 17.267 17.289 17.311 17.333 17.356 17.378 17.400 17.422 17.444 17.467 17.489 17.511 17.533 17.556 17.578 17.600 17.622 17.644 17.667 17.689 17.711 17.733 17.756 17.778 17.800 17.822 Archer Road' Trailer Storage  0.4906 0.00000 90.45570 0.30730 0.4869 0.00000 90.45747 0.30739 0.4843 0.00000 90.45921 0.30748 0.4824 0.00000 90.46094 0.30756 0.4810 0.00000 90.46264 0.30765 0.4801 0.00000 90.46433 0.30774 0.4794 0.00000 90.46601 0.30782 0.4789 0.00000 90,46769 0.30791 0.4785 0.00000 90.46936 0.30799 0.4783 0.00000 90.47102 0.30807 0.4781 0.00000 90.47269 0.30816 0.4780 0.00000 90,47434 0.30824 0.4779 0.00000 90.47601 0.30833 0.4778 0.00000 90.47766 0.30841 0.4778 0.00000 90.47931 0.30850 0.4779 0.00000 90.48096 0.30858 0.4779 0.00000 90.48261 0.30866 0.4779 0.00000 90.48427 0.30875 0.4779 0.00000 90.48592 0.30883 0.4779 0.00000 90.48756 0.30892 0.4780 0.00000 90.48921 0.30900 0.4780 0.00000 90.49085 0.30908 0.4780 0.00000 90.49250 0.30917 0.4780 0.00000 90.49415 0,30925 0.4781 0.00000 90.49579 0.30933 0.4781 0.00000 90.49743 0.30942 0.4781 0.00000 90.49907 0.30950 0,4781 0.00000 90.50071 0.30958 0.4782 0.00000 90.50235 0.30967 0.4782 0.00000 90.50399 0.30975 0.4782 0.00000 90.50562 0,30983 0.4782 0.00000 90.50726 0,30992 0,4783 0.00000 90.50890 0.31000 0.4783 0,00000 90.51053 0.31008 0.4783 0.00000 90.51216 0.31017 0.4783 0.00000 90.51379 0.31025 0.4783 0.00000 90.51543 0.31033 0.4783 0.00000 90.51705 0.31041 0.4782 0.00000 90.51868 0.31050 0.4781 0.00000 90.52031 0.31058 0.4779 0.00000 90.52193 0.31066 0.4778 0.00000 90.52355 0.31074 0.4777 0.00000 90.52517 0.31083 0.4776 0.00000 90.52678 0.31091 0.4775 0.00000 90.52840 0.31099 0.4775 0.00000 90.53001 0.31107 0.4775 0.00000 90.53162 0.31115 0.4775 0.00000 90.53323 0.31124 0.4775 0.00000 90.53484 0.31132 0.4775 0.00000 90.53644 0.31140 0.4775 0.00000 90.53805 0.31148 0.4775 0.00000 90.53965 0.31156 0.4776 0.00000 90.54125 0.31164 0.4776 0.00000 90.54285 0.31172 0.4776 0.00000 90.54446 0.31181 0.4776 0.00000 90.54606 0.31189 0.4776 0.00000 90.54766 0.31197 0.4777 0.00000 90.54926 0.31205 0.4777 0.00000 90.55086 0.31213 0.4777 0.00000 90.55245 0.31221 0.4777 0.00000 90.55405 0.31229 0.4777 0.00000 90.55564 0.31237 0,4778 0.00000 90.55724 0.31246 0.4778 0.00000 90.55883 0.31254 0.4778 0.00000 90.56042 0.31262 0.4778 0.00000 90.56201 0.31270 0.4778 0.00000 90.56360 0.31278 0.4779 0.00000 90.56519 0.31286 0.4779 0.00000 90.56678 0.31294 0.4779 0.00000 90.56836 0.31302 0.4779 0.00000 90.56995 0.31310 0.4780 0.00000 90.57153 0.31318 0.4780 0.00000 90.57312 0.31326  0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P U/P 0 U/P U/P U/P U/P U/P 0 U/P U/P 0 U/P U/P U U/P UIP UIP UIP U/P U/P U/P 0 U/P UIP 0 U/P U/P U/P U/P U/P U/P U/P U/P U/P 0 U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P 0 U/P U/P U/P U/P 0 U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P U/P 06-05-2024 12:06:58 Page 31    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr- 100) yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (tday) (Rdatum) (#P/s) Rate (A/s) Volume (R) Volume (R) Discharge (#) Type  Rate  Discharge Inflow Infiltration Cumulative Flow 0 31854.130 13564.4 0 31892.370 13589.5 0 31930.610 13614.6 0 31968.860 13639.7 0 32007.100 13664.7 0 32045.350 13689.8 U 32083.600 13714.9 0 32121.850 13740.0 32160,100 13765,2 32198.350 13790.3 32236.600 13815.4 32274.860 13840.5 32313.120 13865.7 32351.380 13890.8 32389.640 13916.0 0 32427.900 13941.2 32466.170 13966.3 32504.430 13991.5 32542.700 14016.7 32580.970 14041.9 32619.240 14067.0 32657.510 14092.2 32695.780 14117.5 32734.060 14142.7 32772.340 14167,9 32810.610 14193.1 32848.890 14218.3 32887.170 14243.6 32925.460 14268.8 32963.740 14294.1 33002.0 .030 14319.3 33040.310 14344.6 33078,600 14369.8 33116,890 14395.1 33155.180 14420.4 33193.480 14445.7 33231.770 14471.0 0 33270.070 14496.3 33308.370 14521.6 33346.660 14546.9 33384.960 14572.2 0 33423.270 14597.5 33461.570 14622.9 33499.880 14648.2 33538.180 14673.6 33576.490 14698.9 33614.800 14724.3 33653.110 14749.6 33691.430 14775.0 33729.740 14800.4 33768.050 14825.7 33806.370 14851.1 33844.690 14876.5 33882.940 14901.9 33920.910 14927.3 33958.200 14952.7 33994. 380 14978.2 34029.180 15003.6 34062.620 15029.0 34094.830 15054.4 34126.070 15079.9 34156.630 15105.3 34186.710 15130.7 34216.430 15156.2 34245.900 15181.6 34275.190 15207.1 0 34304.340 15232.5 0: 34333.400 15257.9 0 34362.390 15283.4 34391.330 15308.8 34420.240 15334.3 34449.120 15359.7 34477.980 15385.2  (hours) (A/s) 17.844 17.867 17.889 17.911 17.933 17.956 17.978 18.000 18.022 18.044 18.067 18.089 18.111 18.133 18.156 18.178 18.200 18.222 18.244 18.267 18.289 18.311 18.333 18.356 18.378 18.400 18.422 18.444 18.467 18.489 18.511 18.533 18.556 18.578 18.600 18.622 18,644 18.667 18.689 18.711 18.733 18.756 18.778 18.800 18.822 18,844 18.867 18.889 18.911 18.933 18.956 18.978 19.000 19.022 19.044 19.067 19.089 19.111 19.133 19.156 19,178 19:200 19.222 19.244 19.267 19.289 19.311 19.333 19.356 19.378 19.400 19.422 19.444 Archer Road" Trailer Storage  0.4780 0.00000 90.57470 0.31334 0.4780 0.00000 90,57628 0.31342 0.4780 0.00000 90,57787 0.31350 0.4781 0.00000 90.57944 0.31358 0.4781 0.00000 90.58102 0.31366 0.4781 0.00000 90.58260 0.31374 0.4781 0.00000 90.58418 0.31382 0.4781 0.00000 90.58575 0.31390 0.4782 0.00000 90.58733 0.31398 0.4782 0.00000 90.58890 0.31406 0.4782 0.00000 90.59047 0.31414 0.4782 0.00000 90.59205 0.31422 0.4782 0.00000 90.59361 0.31430 0.4783 0.00000 90.59518 0.31438 0.4783 0.00000 90.59676 0.31446 0.4783 0.00000 90.59832 0.31454 0.4783 0.00000 90.59989 0.31462 0.4783 0.00000 90.60146 0.31470 0.4784 0.00000 90.60302 0.31478 0.4784 0.00000 90.60458 0.31486 0.4784 0.00000 90.60615 0.31494 0.4784 0.00000 90.60771 0.31502 0.4784 0.00000 90,60928 0.31510 0.4784 0.00000 90.61083 0.31518 0.4785 0.00000 90.61239 0.31526 0.4785 0.00000 90,61395 0.31534 0.4785 0.00000 90.61551 0.31542 0.4785 0.00000 90.61707 0.31550 0.4785 0.00000 90.61862 0.31557 0.4786 0.00000 90.62017 0.31565 0.4786 0,00000 90.62173 0.31573 0.4786 0,00000 90.62328 0.31581 0.4786 0.00000 90.62483 0.31589 0.4786 0.00000 90.62638 0.31597 0.4787 0.00000 90.62793 0.31605 0.4787 0.00000 90.62948 0.31613 0.4787 0.00000 90.63103 0,31621 0.4787 0.00000 90.63258 0.31628 0.4787 0.00000 90,63412 0.31636 0.4787 0.00000 90.63567 0.31644 0.4788 0.00000 90.63721 0.31652 0.4788 0.00000 90.63876 0.31660 0.4788 0.00000 90.64030 0.31668 0.4788 0.00000 90.64184 0.31675 0.4788 0.00000 90.64338 0.31683 0.4789 0.00000 90.64491 0.31691 0,4789 0.00000 90.64645 0.31699 0.4789 0.00000 90.64799 0.31707 0.4789 0.00000 90.64953 0.31715 0.4789 0.00000 90,65106 0.31722 0.4790 0.00000 90,65260 0.31730 0.4790 0.00000 90.65413 0.31738 0.4790 0.00000 90.65566 0.31746 0.4773 0.00000 90.65719 0.31753 0.4719 0.00000 90.65868 0.31761 0.4604 0.00000 90.66009 0.31767 0.4440 0.00000 90.66136 0.31774 0.4262 0.00000 90.66247 0.31779 0.4096 0.00000 90.66342 0.31783 0.3956 0.00000 90.66422 0.31787 0.3855 0.00000 90.66491 0.31790 0.3785 0.00000 90.66552 0.31793 0.3734 0.00000 90.66607 0.31796 0.3697 0.00000 90.66657 0.31798 0.3670 0.00000 90.66705 0.31801 0.3651 0.00000 90.66750 0.31803 0.3637 0.00000 90.66795 0.31805 0.3627 0.00000 90.66837 0.31807 0.3620 0.00000 90.66879 0.31810 0.3615 0.00000 90.66920 0.31812 0.3611 0.00000 90.66962 0.31814 0.3609 0.00000 90.67002 0.31816 0.3607 0.00000 90.67043 0.31818  0 U/P 0 UIP 0 UIP 0 UIP 0 UIP 0 UIP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UIP 0 U/P 0 U/P 0 UP 0 U/P 0 UIP 0 U/P 0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P UIP 0 UP U/P UP U/P 0 UP 0 U/P 0 U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 U/P 0 U/P U/P 06-05-2024 12:06:58 Page 32    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (flday) (Rd datum) (#/s) Rate (R/s) Volume (A) Volume () Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (#/s) 19.467 19.489 19.511 19.533 19.556 19.578 19.600 19.622 19.644 19.667 19.689 19.711 19.733 19.756 19.778 19.800 19,822 19.844 19.867 19.889 19.911 19.933 19.956 19.978 20.000 20.022 20.044 20.067 20.089 20.111 20.133 20.156 20.178 20.200 20.222 20.244 20.267 20.289 20.311 20,333 20.356 20.378 20,400 20.422 20.444 20.467 20.489 20.511 20.533 20.556 20.578 20.600 20.622 20.644 20.667 20.689 20.711 20.733 20.756 20.778 20.800 20.822 20.844 20.867 20.889 20.911 20.933 20.956 20.978 21.000 21.022 21.044 21.067 Archer Road" Trailer Storage  0.3606 0.00000 90.67082 0.31820 0.3605 0.00000 90.67123 0.31822 0.3604 0.00000 90.67162 0.31824 0.3604 0.00000 90.67202 0.31826 0.3604 0.00000 90.67242 0.31828 0.3604 0.00000 90.67282 0.31830 0.3604 0.00000 90.67322 0.31832 0.3604 0.00000 90.67361 0.31834 0,3604 0.00000 90,67401 0.31836 0.3604 0.00000 90.67441 0.31838 0.3604 0.00000 90.67480 0.31840 0.3604 0.00000 90.67520 0.31842 0.3604 0.00000 90.67560 0.31844 0.3605 0.00000 90.67599 0.31846 0.3605 0.00000 90.67639 0.31848 0.3605 0.00000 90.67680 0.31850 0.3605 0.00000 90.67719 0.31852 0.3605 0.00000 90.67758 0.31854 0.3605 0.00000 90.67798 0.31856 0.3605 0.00000 90.67838 0.31858 0.3605 0.00000 90,67877 0.31860 0.3605 0.00000 90.67917 0.31862 0.3605 0.00000 90.67957 0.31864 0.3605 0.00000 90.67996 0.31866 0.3606 0.00000 90.68036 0.31868 0.3606 0.00000 90.68076 0.31870 0.3605 0.00000 90,68114 0.31872 0.3604 0.00000 90.68154 0,31874 0.3603 0.00000 90.68194 0.31876 0.3602 0.00000 90.68233 0.31878 0.3601 0.00000 90.68272 0.31880 0.3600 0.00000 90.68311 0.31882 0.3599 0.00000 90.68349 0.31884 0.3599 0.00000 90.68388 0.31886 0.3599 0.00000 90.68427 0.31888 0.3599 0.00000 90,68466 0.31890 0.3599 0.00000 90.68504 0.31892 0.3598 0.00000 90.68543 0.31894 0.3598 0.00000 90.68581 0,31896 0.3598 0.00000 90.68620 0.31898 0.3599 0.00000 90.68659 0.31900 0.3599 0.00000 90.68697 0.31902 0.3599 0.00000 90.68736 0.31904 0.3599 0.00000 90.68774 0.31906 0.3599 0.00000 90.68813 0.31908 0.3599 0.00000 90.68851 0.31910 0.3599 0.00000 90.68890 0.31912 0.3599 0.00000 90.68929 0.31914 0.3599 0.00000 90.68967 0.31916 0,3599 0.00000 90.69006 0.31918 0,3599 0.00000 90.69044 0.31920 0.3599 0.00000 90.69082 0.31921 0.3599 0.00000 90.69121 0.31923 0.3600 0.00000 90.69159 0.31925 0.3600 0.00000 90.69197 0.31927 0.3600 0.00000 90.69236 0.31929 0.3600 0.00000 90.69274 0.31931 0.3600 0.00000 90.69312 0.31933 0.3600 0.00000 90.69350 0.31935 0.3600 0.00000 90.69389 0.31937 0.3600 0,00000 90.69427 0.31939 0.3600 0.00000 90.69466 0.31941 0.3600 0.00000 90.69504 0.31943 0.3600 0.00000 90.69542 0.31945 0.3600 0.00000 90.69580 0.31947 0.3601 0.00000 90.69619 0.31949 0.3601 0.00000 90.69657 0.31951 0.3601 0.00000 90.69695 0.31953 0.3601 0.00000 90.69733 0.31955 0.3601 0.00000 90.69772 0.31956 0.3583 0.00000 90.69809 0.31958 0.3527 0.00000 90.69843 0.31960 0.3409 0.00000 90.69868 0.31961  0 34506.830 15410.6 0 34535.670 15436.1 0 34564.510 15461.6 0 34593.340 15487.0 0 34622.170 15512.5 0 34651.000 15537.9 0 34679.830 15563.4 0 34708.660 15588.9 0 34737.490 15614.3 0 34766.320 15639.8 0 34795.160 15665.3 0 34823.990 15690.8 0 34852.830 15716.2 0 34881.660 15741.7 0 34910.500 15767,2 0 34939.340 15792.7 34968.180 15818.2 34997.020 15843.6 0 35025.860 15869.1 0 35054.700 15894.6 35083.540 15920.1 35112.380 15945.6 35141.220 15971.1 0 35170.070 15996.6 0 35198.910 16022.1 35227.750 16047.6 0 35256.600 16073.0 0 35285.430 16098.5 0 35314.270 16124.0 0 35343.090 16149.5 0 35371.900 16175.1 0 35400.700 16200.6 0 35429,500 16226.1 0 35458.300 16251,6 35487.090 16277.1 35515.880 16302.6 0 35544.660 16328.1 0 35573.450 16353.6 0 35602.240 16379.1 35631.030 16404.7 0 35659.820 16430.2 0 35688.610 16455.7 0 35717.390 16481.2 35746.180 16506.7 0 35774.970 16532.3 0 35803.760 16557.8 0 35832.550 16583.3 35861.350 16608.9 35890.140 16634.4 0 35918.930 16659.9 0 35947.730 16685.5 0 35976.520 16711.0 0 36005.320 16736.5 0 36034.110 16762.1 0 36062.910 16787.6 0 36091.710 16813.1 36120.500 16838.7 0 36149.300 16864.2 0. 36178,100 16889.8 0 36206.900 16915.3 36235.700 16940.9 36264.500 16966.4 0 36293.300 16992.0 0 36322.110 17017.5 36350.910 17043.1 36379.720 17068.7 0 36408.520 17094.2 0 36437.330 17119.8 0 36466.130 17145.3 36494.940 17170.9 36523.680 17196.5 36552.120 17222.0 36579.860 17247.6  0 UP 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 UP 0 U/P 0 UP 0 U/P 0 U/P U/P U/P U/P U/P U/P U/P 0 U/P U/P 0 UIP U/P 0 U/P U/P 0 U/P UIP UIP UIP U/P 0 U/P U/P . U/P U/P U/P U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P U/P U/P 0 U/P U/P U U/P UIP 0 UIP U/P 0 UIP 0 U/P U U/P 0 U/P U/P 0 UIP U/P 0 UIP U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 UIP U/P 0 U/P UIP U/P U/P U/P 0 U/P U/P U/P U/P 06-05-2024 12:06:58 Page 33    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr- 100y yr  Combined  Elapsed Instantaneous Outside  Stage Infiltration Instantaneous Cumulative Cumulative Combined (lday) (Rdatum) (P/s) Rate (A/s) Volume (R) Volume (R) Discharge (*) Type  Time Inflow Rate Recharge Elevation Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (R/s) 21.089 21.111 21.133 21.156 21.178 21.200 21.222 21.244 21.267 21.289 21.311 21.333 21.356 21.378 21.400 21.422 21.444 21.467 21.489 21.511 21.533 21.556 21.578 21.600 21.622 21.644 21.667 21.689 21.711 21.733 21.756 21.778 21.800 21.822 21.844 21.867 21.889 21.911 21.933 21.956 21.978 22.000 22.022 22.044 22.067 22.089 22.111 22,133 22.156 22.178 22.200 22.222 22.244 22.267 22.289 22.311 22.333 22.356 22.378 22.400 22.422 22.467 22.489 22.511 22.533 22.556 22.578 22.600 22.622 22.667 22.689 Archer Road" Trailer Storage  0.3241 0.00000 90.69881 0.31961 0.3061 0.00000 90.69876 0.31960 0.2894 0.00000 90.69855 0.31959 0.2754 0.00000 90.69820 0.31957 0.2653 0.00000 90.69774 0.31954 0.2583 0.00000 90.69720 0.31951 0.2532 0.00000 90.69659 0.31948 0.2495 0.00000 90.69595 0.31945 0.2469 0.00000 90.69528 0.31941 0.2450 0.00000 90.69460 0.31938 0.2436 0.00000 90.69389 0.31934 0.2426 0.00000 90.69317 0.31931 0.2419 0.00000 90.69244 0.31927 0.2414 0.00000 90.69170 0.31923 0.2410 0.00000 90.69097 0.31919 0.2407 0.00000 90.69023 0.31916 0.2405 0.00000 90.68949 0.31912 0.2404 0,00000 90.68875 0.31908 0.2403 0.00000 90.68800 0.31904 0.2402 0.00000 90.68726 0.31901 0.2402 0.00000 90.68652 0.31897 0.2402 0.00000 90.68578 0.31893 0.2402 0,00000 90.68503 0.31889 0.2402 0.00000 90.68429 0.31885 0.2402 0.00000 90.68355 0.31882 0.2402 0.00000 90.68280 0.31878 0.2402 0.00000 90.68206 0.31874 0.2402 0.00000 90.68132 0.31870 0.2402 0.00000 90,68058 0.31867 0.2402 0.00000 90,67984 0.31863 0.2402 0.00000 90.67909 0.31859 0.2402 0.00000 90.67835 0.31855 0.2402 0.00000 90.67761 0.31851 0.2402 0.00000 90.67687 0.31848 0.2402 0.00000 90,67613 0.31844 0.2402 0.00000 90.67539 0.31840 0.2402 0.00000 90.67466 0.31836 0.2402 0.00000 90.67392 0.31833 0.2402 0,00000 90.67318 0.31829 0.2402 0.00000 90.67244 0.31825 0.2402 0.00000 90.67170 0.31821 0.2402 0.00000 90.67097 0.31818 0.2385 0.00000 90.67022 0.31814 0.2331 0.00000 90.66944 0.31810 0.2214 0.00000 90.66858 0.31805 0.2049 0.00000 90.66759 0.31799 0.1870 0.00000 90.66644 0.31793 0.1702 0.00000 90.66512 0.31786 0.1561 0.00000 90.66365 0.31778 0.1459 0.00000 90.66207 0.31770 0.1388 0.00000 90.66041 0.31762 0.1337 0.00000 90.65869 0.31753 0.1299 0.00000 90.65693 0.31744 0.1273 0.00000 90.65514 0.31735 0.1253 0.00000 90.65333 0.31725 0.1239 0.00000 90.65150 0.31716 0.1229 0.00000 90.64967 0.31707 0.1222 0.00000 90.64781 0.20083 0.1217 0.00000 90,64817 0.07399 0.1213 0.00000 90.64872 0.06481 0.1210 0.00000 90.64925 0.06778 22.444 0.1208 0.00000 90.64973 0.07086 0.1207 0.00000 90.65019 0.07406 0.1205 0.00000 90.65062 0.07737 0.1205 0.00000 90.65101 0.08080 0.1204 0.00000 90.65137 0.08436 0.1204 0.00000 90.65170 0.08804 0.1204 0.00000 90.65199 0.09184 0.1204 0.00000 90.65224 0.09577 0.1204 0.00000 90.65245 0.09982 22.644 0.1204 0.00000 90.65263 0.10400 0.1204 0.00000 90.65276 0.10830 0.1204 0.00000 90.65286 0.11273  0 36606.4 460 17273.2 0 36631.670 17298.7 0 36655.490 17324.3 0 36678.080 17349.9 0 36699.7 710 17375.4 0 36720.650 17401.0 0 36741.110 17426.6 0 36761.220 17452.1 0 36781.080 17477.7 0 36800.750 17503.2 0 36820.290 17528.8 0 36839.740 17554.3 36859.120 17579.9 0 36878.450 17605.4 0 36897,740 17630.9 0 36917,010 17656.5 36936,260 17682,0 36955.500 17707,5 36974,720 17733.1 0 36993,940 17758.6 37013,150 17784.1 37032.370 17809.6 0 37051.580 17835.1 0 37070,790 17860.6 0 37090.010 17886.2 37109,220 17911.7 0 37128.440 17937.2 0 37147.650 17962.7 0 37166.870 17988.1 0 37186.080 18013.6 0 37205.300 18039.1 0 37224.510 18064.6 0 37243.730 18090.1 0 37262.950 18115.6 37282.160 18141.1 37301.380 18166.5 0 37320,600 18192.0 0 37339.820 18217.5 37359.030 18242.9 0 37378.250 18268.4 0 37397.470 18293.9 0 37416.690 18319.3 0 37435.840 18344.8 37454.700 18370.2 37472.880 18395.7 0 37489.940 18421.1 0 37505.610 18446.5 37519.900 18472.0 37532.960 18497.4 0 37545.040 18522.8 0 37556.430 18548.2 0 37567.330 18573.6 0 37577.880 18599.0 0 37588.170 18624.4 0 37598.270 18649.8 0 37608.240 18675.2 0 37618.110 18700.5 0 37627.920 18725.9 0 37637.670 18732.7 0 37647.390 18737.8 37657.080 18743.1 0 37666.760 18748.6 0 37676.410 18754.4 0 37686.060 18760.4 37695.700 18766.8 37705.340 18773.4 0 37714,970 18780.3 0 37724.610 18787,5 0 37734.250 18795.0 0 37743.880 18802.8 0 37753.520 18810.9 0 37763.150 18819.4 0 37772.790 18828.3  U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P 0 UP U/P 0 UP U/P 0 UP 0 U/P 0 UP 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P U/P 0 U/P 0 U/P 0 U/P U/P 0 U/P U/P 0 U/P U/P , U/P U/P 0 U/P U/P UIP 0 UIP 0 UIP 0 UIP 0 UP 0 UP UP 0 U/P U/P 0 UIP UP 0 UP 0 U/P 0 UIP 0 UIP 0 UIS S 0 0 0 0  06-05-2024 12:06:58 Page 34    PONDS Version 3.3.0315 Retention Pond Recovery- - Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr- 100yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage infitration Instantaneous Cumulative Cumulative Combined (A/day) (R datum) (R/s) Rate (A/s) Volume (R) Volume (R). Discharge (#) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) (A/s) 22.711 22.733 22.756 22.778 22.800 22.822 22.844 22.867 22.889 22.911 22.933 22.956 22.978 23.000 23.022 23.044 23.067 23.089 23.111 23.133 23.156 23.178 23.200 23.222 23.244 23.267 23.289 23.311 23.333 23.356 23.378 23.400 23.422 23.444 23.467 23.489 23.511 23.533 23.556 23.578 23.600 23.622 23.644 23.667 23.689 23.711 23.733 23.756 23.778 23.800 23.822 23.844 23.867 23.889 23.911 23.933 23.956 23.978 24.000 24.022 24.044 24.067 24.089 24.111 24.133 24.156 24.178 24.200 24.222 24.244 24.267 24.289 24.311 Archer Road Trailer Storage  0.1204 0.00000 90.65292 0.11728 0.1204 0.00000 90.65292 0.12196 0.1204 0.00000 90.65289 0.12675 0.1204 0.00000 90.65280 0,13166 0.1204 0.00000 90.65267 0.13669 0.1204 0.00000 90.6 .65250 0.14184 0.1204 0.00000 90,65227 0.14708 0.1204 0.00000 90.65199 0.15243 0.1204 0.00000 90,65166 0.15788 0.1204 0.00000 90.65128 0.16342 0.1204 0.00000 90.65084 0.16904 0.1205 0.00000 90.6 65035 0.17473 0.1205 0.00000 90.64981 0.18050 0.1205 0.00000 90.64922 0.18631 0.1204 0.00000 90.64856 0.19218 0.1204 0.00000 90.64785 0.19808 0.1204 0.00000 90.64709 0.20400 0.1204 0.00000 90.64626 0.20994 0.1203 0.00000 90.64539 0.21587 0.1203 0.00000 90.64445 0.22178 0.1203 0.00000 90.64346 0.22767 0.1202 0.00000 90.64241 0.23351 0.1202 0.00000 90.64130 0.23929 0.1202 0.00000 90.64014 0.24499 0.1202 0.00000 90.63893 0.25059 0.1202 0.00000 90.63766 0.25609 0.1202 0.00000 90.63634 0.26146 0.1202 0.00000 90.63497 0.26669 0.1202 0.00000 90.63355 0.27175 0.1202 0.00000 90.63209 0.27664 0.1202 0.00000 90.63058 0.28133 0.1202 0.00000 90.62902 0.28582 0.1202 0.00000 90.62742 0.29008 0.1202 0.00000 90.62578 0.29411 0.1202 0.00000 90.62411 0.29788 0.1202 0.00000 90.62239 0.30139 0.1202 0.00000 90.62065 0.30462 0.1202 0.00000 90.61887 0.30757 0.1202 0.00000 90.61707 0.31023 0.1202 0.00000 90.61525 0.31258 0.1202 0.00000 90.61340 0.31463 0.1202 0.00000 90.61153 0.31636 0.1202 0.00000 90.60965 0.31777 0.1202 0.00000 90.60776 0.31887 0.1202 0.00000 90.60585 0.31965 0.1202 0.00000 90.60394 0.32011 0.1202 0.00000 90.6 .60203 0.32026 0.1202 0.00000 90.60011 0.32009 0.1202 0.00000 90.5 59821 0.31963 0.1202 0.00000 90.59630 0.31887 0.1202 0.00000 90.5 59440 0.31783 0.1202 0.00000 90.59251 0.31650 0.1202 0.00000 90.59064 0.31492 0.1202 0.00000 90.58878 0.31308 0.1202 0.00000 90.5 .58694 0.31100 0.1202 0.00000 90.58512 0.30869 0.1202 0.00000 90.5 58332 0.30617 0.1202 0.00000 90.58155 0.30346 0.1202 0.00000 90.57980 0.30057 0.1184 0.00000 90.57808 0.29751 0.1128 0.00000 90.57635 0.29431 0.1009 0.00000 90.57456 0.29096 0.0842 0.00000 90.57267 0.28749 0.0661 0.00000 90.57064 0.28391 0.0494 0.00000 90.56849 0.28023 0.0353 0.00000 90.56622 0.27648 0.0252 0.00000 90.56387 0.27267 0.0182 0.00000 90.56146 0.26882 0.0132 0.00000 90.55904 0.26495 0.0094 0.00000 90.55662 0.26106 0.0068 0.00000 90.55420 0.25718 0.0048 0.00000 90.55180 0.25331 0.0035 0.00000 90.54941 0.24948  0 37782.420 18837.5 37792,050 18847.0 0 37801.690 18857.0 0 37811.320 18867.3 37820.960 18878.0 37830.600 18889.2 37840.230 18900.7 37849.870 18912.7 37859.500 18925.1 37869.1 140 18938.0 37878.780 18951.3 37888.410 18965.0 37898.050 18979,2 37907.680 18993.9 37917.320 19009.0 37926.960 19024.6 37936.590 19040.7 37946.220 19057.3 37955.850 19074.3 37965.470 19091.8 37975.090 19109.8 37984.710 19128.3 37994.330 19147.2 38003.950 19166.5 38013.560 19186.4 38023.180 19206.6 38032.7 790 19227.3 38042.410 19248.5 38052.020 19270.0 38061.640 19291.9 38071.250 19314.3 38080.870 19337.0 38090.480 19360.0 38100.100 19383.4 38109.710 19407.1 38119.320 19431.0 38128.940 19455.3 38138.550 19479.8 38148.170 19504.5 38157.790 19529.4 38167.400 19554.5 38177.020 19579.7 38186.630 19605.1 38196.250 19630.6 38205.860 19656.1 38215.480 19681.7 38225.090 19707.4 38234.710 19733.0 38244.320 19758.6 38253.940 19784.1 38263.550 19809.6 38273.170 19835.0 38282.790 19860.2 38292.400 19885.4 38302.020 19910.3 38311.630 19935.1 38321.250 19959.7 38330.860 19984.1 38340.480 20008.3 38350.020 20032.2 38359.270 20055.9 38367.820 20079.3 38375.220 20102.4 38381.240 20125.3 38385.860 20147.8 38389.250 20170.1 38391.670 20192.1 38393.400 20213.7 38394.660 20235.1 38395.560 20256.1 38396.210 20276.9 38396.670 20297.3 38397.000 20317.4  0 S 0 S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0  06-05-2024 12:06:58 Page 35    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright. 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results (cont.d.) : Scenario 10 : POST-24hr-1 100y yr  Combined  Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Riday) (Rdatum) (A/s) Rate (#/s) Volume (A) Volume (R) Discharge (R*) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) 24,333 24.356 24.378 24.400 24.422 24.444 24.467 24.489 24.511 24.533 24.556 24.578 26.978 29.378 31.778 34.178 36.578 38.978 41.378 43.778 46.178 48.578 54.578 60.578 66.578 72.578 78.578 84.578 90.578 96.578 102.578 108.578 114.578 120.578 126.578 132.578 138.578 144.578 150.578 156.578 162.578 168.578 174.578 180.578 186.578 192.578 198.578 204.578 210.578 216.578 222.578 228.578 234.578 240.578 246.578 252.578 258.578 264.578 270.578 276.578 282.578 288.578 294.578 300.578 306.578 312.578 318.578 324.578 330.578 336.578 342.578 348.578 354.578 Archer Road' Trailer Storage  (#/s)  0,0025 0.00000 90,54705 0.24568 0.0017 0.00000 90.54472 0.24193 0,0012 0.00000 90.54241 0.23825 0.0008 0.00000 90.54014 0,23463 0.0006 0.00000 90.53790 0.23108 0.0004 0.00000 90.53568 0.22762 0.0002 0.00000 90.53350 0.22425 0.0001 0.00000 90.53135 0,22097 0,0000 0.00000 90.52922 0.21779 0.0000 0.00000 90.52713 0.21471 0.0000 0.00000 90.52506 0.21173 0.0000 0.00000 90.52303 0,20972 0.0000 0.00000 90,36284 0.13324 0.0000 0.00000 90.23746 0.10444 0.0000 0.00000 90,13393 0.08641 0.0000 0.00000 90.04452 0.07449 0.0000 0.00000 89.96489 0.06605 0.0000 0.00000 89.8 89246 0.05970 0.0000 0.00000 89.82561 0.05471 0.0000 0.00000 89.76322 0.05067 0.0000 0.00000 89.70454 0.04729 0.0000 0.00000 89.64899 0.04416 0.0000 0.00000 89.52499 0.03807 0.0000 0.00000 89.41161 0.03426 0.0000 0.00000 89.30669 0.03120 0.0000 0.00000 89.20874 0.02868 0.0000 0.00000 89.11660 0.02656 0.0000 0.00000 89.02943 0.02474 0.0000 0.00000 88.94656 0.02317 0.0000 0.00000 88.86745 0.02179 0.0000 0.00000 88.79168 0.02056 0.0000 0.00000 88.71889 0.01947 0.0000 0.00000 88.64882 0.01849 0.0000 0.00000 88.58123 0.01760 0.0000 0.00000 88.51589 0.01679 0.0000 0.00000 88.45261 0.01606 0.0000 0.00000 88.39123 0.01538 0.0000 0.00000 88.33159 0.01475 0.0000 0.00000 88.27357 0.01417 0.0000 0.00000 88.21707 0.01363 0.0000 0.00000 88.16198 0.01313 0.0000 0.00000 88.10821 0.01266 0.0000 0.00000 88.05569 0.01222 0.0000 0.00000 88.00433 0.01181 0.0000 0.00000 87.95407 0.01142 0.0000 0.00000 87.90487 0.01105 0.0000 0.00000 87.85665 0.01070 0.0000 0.00000 87.80938 0.01037 0.0000 0.00000 87.76300 0.00652 0.0000 0.00000 87.66278 0.00142 0.0000 0.00000 87.55056 0.00000 0.0000 0.00000 87.44816 0.00000 0.0000 0.00000 87.35310 0.00000 0.0000 0.00000 87.26403 0.00000 0.0000 0.00000 87.18002 0.00000 0.0000 0.00000 87.10043 0.00000 0.0000 0.00000 87.02472 0.00000 0.0000 0.00000 86.95250 0.00000 0.0000 0.00000 86.88343 0.00000 0.0000 0.00000 86.81724 0.00000 0.0000 0.00000 86.7 .75368 0.00000 0.0000 0.00000 86.69254 0.00000 0.0000 0.00000 86.63365 0.00000 0.0000 0.00000 86.57685 0.00000 0.0000 0.00000 86.52199 0.00000 0.0000 0.00000 86.46896 0.00000 0.0000 0.00000 86.41763 0.00000 0.0000 0.00000 86:36790 0.00000 0.0000 0.00000 86.31968 0.00000 0.0000 0.00000 86.27289 0.00000 0.0000 0.00000 86.22745 0.00000 0.0000 0.00000 86.18329 0.00000 0.0000 0.00000 86.14034 0.00000  0 38397.240 20337.2 38397,410 20356.7 0 38397.530 20375.9 0 38397,610 20394.8 0 38397.670 20413.5 38397.710 20431.8 0 38397.730 20449.9 38397,740 20467.7 38397.750 20485.2 38397.750 20502.5 U 38397.750 20519.6 38397.750 20536.4 38397.750 21841.4 38397.7 750 22838.7 38397.750 23646.2 0 38397,750 24331.8 38397,750 24933.4 38397.750 25473.2 38397.750 25965.1 38397.750 26418.6 38397.7 750 26840.6 383974750 27235.9 0 38397.7 750 28104.0 0 38397.7 750 28880.4 0 38397.7 750 29584.1 0 38397.7 750 30228.4 38397. 750 30823.1 38397.750 31375.6 38397.750 31891.9 38397.750 32376.5 38397.750 32833.1 38397.7 .750 33264.8 38397.7 750 33674.2 38397.7 .750 34063.5 38397.7 .750 34434.5 38397.7 750 34789.0 38397.750 35128.1 0 38397.750 35453.3 38397.750 35765.4 38397.7 750 36065.5 38397.7 750 36354.3 38397.750 36632.7 38397.750 36901.3 38397.7 .750 37160.6 38397.7 750 37411.3 38397.7 750 37653.8 38397.7 750 37888.5 38397.7 750 38115.9 38397 750 38336.4 38397.7 750 38397.8 38397.750 38397.8 0 38397.750 38397.8 0 38397.7 .750 38397.8 0 38397.750 38397.8 0 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 0 38397.7 750 38397.8 ) 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8 38397.750 38397.8  S 0 S 0 S 0 0 0 0 0 0 0 0 0 0 0  HALF RECOVERY  0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 U 0  TOTAL RECOVERY  06-05-2024 12:06:58 Page 36    Attachment G  WQTV PONDs Model    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Project Data  Project Name: Simulation Description: Project Number: Engineer : Date: Aquifer Data  Archer Road Trailer Storage  AVC 06-05-2024  Supervising Engineer: CSV  Base Of Aquifer Elevation, [BI (ft datum): Water Table Elevation, [WT) (ft datum): Horizontal Saturated Hydraulic Conductivity, [Kh] (t/day): Fillable Porosity, Inj (%6): Unsaturated Vertical Infiltration Rate, [M (ft/day): Maximum Area For Unsaturated Infiltration, [AvI ():  80.00 80.50 2.00 20.00 3.25 10947.9  Geometry Data  Equivalent Pond Length, [LI (t): Equivalent Pond Width, [WI():  211.4 34.9  Ground water mound is expected toi intersect the pond bottom  Stage vs Area Data  Stage (fto datum) 87.75 88.75 89.75 90.75 91.75  Area (#2) 4710.0 5923.4 7210.6 8561.8 10947.9  Discharge Structures  Discharge Structure #1 is inactive Discharge Structure #2 is inactive Discharge Structure #3 is inactive  Archer Road Trailer Storage  06-05-2024 12:06:38 Page1    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Scenario Input Data  Scenario 11 : WQTV  Hydrograph Type: Slug! Load Modflow Routing: Routed with infiltration Treatment Volume (F) Initial ground waterl level (ft datum) 80.50 (default) Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.250 1.500 1.750  5316.69  Time After Storm Event (days) 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000  Time After Storm Event (days) 5.250 5.500 5.750 6.000 6.250 6.500 6.750 7.000 7.250 7.500 7.750 8.000 8.250  Time After Storm Event (days) 8.500 8.750 9.000 9.250 9.500 9.750 10.000 10.250 10.500 10.750 11.000 11.250 11.500  Time After Storm Event (days) 11.750 12.000 12.250 12.500 12.750 13.000 13.250 13.500 13.750 14.000  Archer Road Trailer Storage  06-05-2024 12:06:40 Page2    PONDS Version 3.3.0315 Retention Pond Recovery Refined Method Copyright: 2012 Devo Seereeram, Ph.D., P.E.  Detailed Results : Scenario 11 : WQTV Elapsed Instantaneous Outside Time Inflow Rate Recharge Elevation 0.000 886.1150 0.00000 80.50000 0.00000 0.002 886.1150 0.00000 88.74977 0.22281 0.0000 0.00000 88.42453 0.20826 0.0000 0.00000 88.09905 0.19340 0.0000 0.00000 8777351 009299  Combined  Stage Infiltration Instantaneous Cumulative Cumulative Combined (Rlday) (ftdatum) (A/s) Rate (A/s) Volume (#) Volume (R) Discharge (R) Type  Rate Discharge Inflow Infiltration Cumulative Flow  (hours) 2.400 4.800 7.200 9.600 12.000 14.400 16.800 19.200 21,600 24.000 30,000 36.000 42.000 48.000 54.000 60.000 66.000 72.000 78.000 84.000 90.000 96.000 102.000 108.000 114.000 120.000 126.000 132.000 138.000 144.000 150.000 156.000 162.000 168.000 174.000 180.000 186.000 192.000 198.000 204.000 210.000 216.000 222.000 228.000 234.000 240.000 246.000 252.000 258.000 264.000 270.000 276.000 282.000 288.000 294.000 300.000 306.000 312.000 318.000 324.000 330.000 336.000  (P/s)  0 0.000 0 5316.690 0 5316.690 0 5316,690 5316.690 5316.690 5316.690 5316,690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690 5316.690  0.0 1.3 1863.6 3598.7 5205.6 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7 5316.7  0 N.A. 0 U/P 0 U/P 0 U/P n MP 0 dry 0 dry 0 dry 0 dry 0 dry 0 dry dry 0 dry 0 dry 0 dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry dry 0 dry dry 0 dry dry dry dry  0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0,0000 0.00000 0,0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0,0000 0.00000 0,0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0,0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0.00000 0.0000 0,00000 0.0000 0.00000 0.0000 0.00000  lU dry TOTAL RECOVERY  Archer Road Trailer Storage  06-05-2024 12:06:40 Page 3    PONDS Version 3.3.0315 Retention Pond Recovery: Refined Method Copyright 2012 Devo Seereeram, Ph.D., P.E.  Summary of Results : Scenario 11 : WQTV  Time (hours) 0.000 0.002 0.002 None 0.002 None 336.000 0.002 None 7.200 None 336.000 None None None None 336.000 disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled disabled 36.000 72.000  Stage (ft datum) 80.50 88.75  Rate (/s)  Volume ()  Stage Minimum Maximum Inflow  Rate Maximum- Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume - End of Simulation Infiltration Rate Maximum Positive Rate Maximum- Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Combined Discharge Rate Maximum- Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure 1 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume - End of Simulation Discharge Structure 2 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Discharge Structure: 3 inactive Rate Maximum Positive Rate Maximum Negative Cumulative Volume Maximum Positive Cumulative Volume Maximum Negative Cumulative Volume End of Simulation Pollution Abatement: 36 Hour Stage and Infiltration Volume 72 Hour Stage and Infiltration Volume  886.1150 None  5316.7 None 5316.7 5205.6 None 5316.7 None None 0.0 disabled disabled disabled disabled disabled disabled disabled disabled disabled 5316.7 5316.7  0.2228 None  None None  disabled disabled  disabled disabled  disabled disabled  Dry Dry  Archer Road Trailer Storage  06-05-2024 12:06:40 Page4 4    Attachment H  Time of Concentration Calculations    Time of Concentration Worksheet  Archer Road Storage Input Variables Overall Flow Length (Ft) Initial Elevation Final Elevation Sheet Flow L= Flow Length (ft)  Pre Development DA1  266.3 94.24 91.73  100.0 n= 0.160 0.017 4.8  n= Mannings Roughness Coefficient S=s slope of hydraulic grade line (f/ft) P2= 2 year, 24 hour rainfall (in.)  Undeveloped Mixed Land  T=  0.007(nLe.8 Tc= (P,)5s94  0.15 hr 8.97 min  Tc= 166.3 Unpaved 0.0 Paved 1.12 NA 0.005  Shallow Concentrated Flow Unpaved Velocity (ft/s) Paved Velocity (ft/s)  L=1 Length of Shallow Concentrated Flow (ft)  S=s Slope of Hydraulic Grade Line (F/t)  Tunpaved- L Tpaved-  Tc= Tc=  2.48 min Omin  16.1345x x s.5 L 20.3282x x s05  Total Time of Concentration  11.44 min    Attachment I  BMP Trains Model Report    BMP Trains Complete Report Archer Road Storage Site and Catchment Information Analysis: Specified Removal Efficiency  Post Development DA1  Catchment Name Rainfall Zone Annual Mean Rainfall Pre-Condition Landuse Landuse Area (acres) Rational Coefficient (0-1) Non DCIA Curve Number DCIA Percent (0-100) Nitrogen EMC (mg/l) Phosphorus EMC (mg/I) Runoff Volume (ac-ft/yr) Groundwater N (kg/yr) Groundwater P (kg/yr) Nitrogen Loading (kg/yr) Phosphorus Loading (kg/yr)  Archer Storage Florida Zone 2 54.15  Low-Intensity Commercial: TNE1,13TP-0.188  1.10 0.09 47.7 9.60 1.13 0.188 0.444 0 0 0.619 0.103  Post-Condition Landuse Information  Landuse Area (acres) Rational Coefficient (0-1) Non DCIA Curve Number DCIA Percent (0-100) Wet Pond Area (ac) Nitrogen EMC (mg/l) Phosphorus EMC (mg/I) Runoff Volume (ac-ft/yr) Groundwater N (kg/yr) Groundwater P (kg/yr) Nitrogen Loading (kg/yr) Phosphorus Loading (kg/yr) Retention Design Retention Depth (in) Retention Volume (ac-ft)  Low-Intensity Commercial: TNE1.13TP-0.188  1.1 0.43 82.3 43.34 0 1.13 0.188 2.116 0 0 2.948 0.49 12 1.1    Watershed Characteristics Catchment Area (acres) Contributing Area (acres) Non-DCIA Curve Number DCIA Percent Rainfall Zone Rainfall (in)  1.1 1.1 82.3 43.34 Florida Zone 2 54.15  Surface Water Discharge  Required TN Treatment Efficiency (%) 80 Provided TN Treatment Efficiency (%) 98 Required TP Treatment Efficiency (%) 80 Provided TP Treatment Efficiency (%) 98  Media Mix Information Type of Media Mix Media N Reduction (%) Media P Reduction (%) Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) TN Mass Load (kg/yr) TN Concentration (mg/L) TP Mass Load (kg/yr) TP Concentration (mg/L)  Not Specified  0 2.899 0 0.482 0  Load Diagram for Retention (stand-alone)  Load N:2.95 kg/yr P:0.49 kg/yr  Treatment * N:98% P:98%  Surface Discharge N:0.05 kg/yr P:0.01 kg/yr Mass Reduction N:2.90 kglyr P:0.48 kg/yr    Load Diagram for Retention (As Used In Routing)  Load P:0.49kgyr Q:2.12ac-ft  Mass Discharged N:0.05 kg/yr P:0.01 kg/yr Q:0.04ac-f  Treatment N:98.3.% P:98.3%  Upstream Nodes N:2.95 kg/yr  None  Mass Removed N: 2.90 kg/yr P: 0.48 kglyr  Summary Treatment Report Version: 4.3.5  Total nitrogen target removal met? Yes Total phosphorus target removal met? Yes  Nitrogen  Surface Water Discharge Total N pre load Total N post load Target N load reduction Target N discharge load Percent N load reduction Provided N discharge load Provided N load removed Phosphorus Surface Water Discharge Total P pre load Total P post load Target P load reduction Target P discharge load Percent P load reduction Provided P discharge load Provided P load removed  .62 kg/yr 2.95 kg/yr 80% .59 kg/yr 98% 0.11 Iblyr 6.39 Iblyr  .103 kg/yr .49 kg/yr 80% .098 kg/yr 98% .008 kg/yr .482 kg/yr  0.020 Iblyr 1.063 Iblyr    eda  consultants inc.  DRAINAGE DESIGN NOTES  Prepared for Archer Road Storage  This item has been digitally signed and sealed by Claudia Vega, PE on the date Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Professional Engineer of Record:  adjacent to the seal.  Digitally signed by Claudia Vega, P.E. Date: 2024.07.18 12:09:37-0400  ATE  Claudia Vega, PE Cert. No. 51532    6  -  -  C $  12197    - 3  - 3 B  0 0  9 0   I  8    Sheet 1 of 2 No one sheet is intended to stand alone as a complete  TOPOGRAPHIC SURVEY CERTIFIED TO: Kvetoslav Cechak (Jerry), UNIVERSE TRANSPORTATION, LLC LEGAL DESCRIPTION: PARTICULARLY DESCRIBED AS FOLLOWS;  TOPOGRAPHIC SURVEY IN ALACHUA COUNTY, FLORIDA  SECTION 9, TOWNSHIP 11 SOUTH, RANGE 18 EAST boundary survey  A TRACT OF LAND LYNG IN SECTION 9, TOWNSHIP 11 SOUTH, RANGE 18 EAST, ALACHUA COUNTY, FLORIDA, BEING MORE COMMENCING AT THE SOUTHWEST CORNER OF THE SE 1/4 OF SECTON 9, AND THENCE RUN N89'56'04"E ALONG THE SOUTH LINE OF SAID SECTION 9, A DISTANCE OF 33.95 FEET TO A CONCRETE RIGHT-OF-WAY (R/W) MONUMENT ON THE NORTHERLY R/W LNE OF AN OLD ABANDONED RAILROAD; THENCE RUN N4917'26"E ALONG SAID NORTHERLY R/W LINE, A DISTANCE OF 1104.09 FEET TOA AN IRON PIN AT THE SOUTHWESTERLY. CORNER OF LANDS AS DESCRIBED IN OFFICIAL RECORDS BOOK (O.R.B.) 2388, PAGE 653 OF THEF PUBLIC RECORDS OF ALACHUA COUNTY AND THE POINT OF BEGINNING; THENCE RUN N49"19'01"E ALONG SAID NORTHERLY R/W LINE, A DISTANCE OF 181.31 FEET: THENCE RUN N34'09'31"w, A DISTANCE OF 226.59 FEET TO THE SOUTHERLY END OF A 60-FOOT R/W: THENCE RUN $55'50'29"w ALONG THE SOUTHERLY LINE OF SAID R/W, A DISTANCE OF 30.00 FEET TO THE SOUTHWESTERLY CORNER OF SAID R/W; THENCE RUN N34'09'31"w. ALONG THE WESTERLY SIDE OF SAID R/W, A DISTANCE OF 17.24 FEET: THENCE RUN 55550'29W.A DISTANCE OF 138,04 FEET o THE WESTERLY LINE OF SAID LANDS AS DESCRIBED IN O.R.B. 2388, PAGE 653; THENCE RUN $3132'28"E ALONG SAID WESTERLY LINE, A DISTANCE OF 264.71 FEET TO THE POINT OF BEGINNING. TOGETHER WTH AN EASEMENT FORI INGRESS, EGRESS, AND PUBLIC UTILITIES OVER AND ACROSS THE FOLLOWING A TRACT OF LAND LYING IN SECTION 9, TOWNSHIP 11 SOUTH, RANGE 18 EAST, ALACHUA COUNTY, FLORIDA, BEING MORE COMMENCING AT THE SOUTHWEST CORNER OF THE SE 1/4 OF SECTION 9, AND THENCE RUN N89'56'04"E ALONG THE SOUTH LINE OF SAID SECTION 8, A DISTANCE OF 33.95 FEET TOA CONCRETE RIGHT-OF-WAY (R/W) MONUMENT ON THE NORTHERLY R/W UNE OF AN OLD ABANDONED RAILROAD: THENCE RUN N49-17'26"E. ALONG SAID NORTHERLY R/W LINE, A DISTANCE OF1 1104.09 FEET TO AN IRON PIN AT THE SOUTHWESTERLY. CORNER OF LANDS AS DESCRIBED IN OFFICIAL RECORDS BOOK (O.R.B.) 2388, PAGE 653 OF THEF PUBLIC RECORDS OF ALACHUA COUNTY, FLORIDA; THENCE RUN N31'32'28"W ALONG THE WESTERLY UNE OF SAID LANDS AS DESCRIBED IN O.R.B. 2388, PAGE 653, A DISTANCE OF 553.10 FEET TO THE SOUTHERLY R/W LINE OF STATE ROAD NO. 24 AND THE NORTHWEST CORNER OF SAID LANDS AS DESCRIBED IN O.R,B. 2388, PAGE 653: THENCE RUN N55'50'29"E ALONG THE SOUTHERLY LINE OF SAID R/W, A DISTANCE OF 176.28 FEET TO THE POINT OF BEGINNING; THENCE RUN $34:09'31"E, A DISTANCE OF 66.87 FEET TO THE BEGINNING OF A CURVE CONCAVE WESTERLY, HAVING A RADIUS OF 12.00 FEET, A CENTRAL ANGLE OF 59'59'18" AND A CHORD BEARING AND DISTANCE OF $04'59'02"E, 12.00 FEET: THENCE RUN SOUTHERLY ALONG SAID. CURVE, AN ARC DISTANCE OF 12.56 FEET TO THE END OF SAID CURVE; THENCE RUN $25'49'47"W, A DISTANCE OF 11.50 FEET TO THE BEGINNING OF A CURVE CONCAVE EASTERLY, HAVNG A RADIUS OF 72.00 FEET, A CENTRAL ANGLE OF 59'59'18" AND A CHORD EARING AND DISTANCE $04'59'02"E, 71.99 FEET; THENCE RUN SOUTHERLY ALONG SAID CURVE, AN ARC DISTANCE OF 75.38 FEET TO THE END OF SAID CURVE; THENCE RUN $3409'31"E, A DISTANCE OF 159,97 FEET: THENCE RUN N55'50'29"E, A DISTANCE OF 60.00 FEET; THENCE RUN N34'09'31W, A DISTANCE OF 159.97 FEET TO THE BEGINNING OF A CURVE CONCAVE EASTERLY, HAVNG A RADIUS OF 12.00 FEET, A CENTRAL ANGLE OF 59'59'18". AND A CHORD BEARING AND DISTANCE OF NO4'59'02"W, 12.00 FEET: THENCE RUN NORTHERLY ALONG SAID CURVE, ANA ARC DISTANCE OF 12.56 FEET TO THE END OF SAID CURVE; THENCE RUN N25'49'47"E, A DISTANCE OF 11.50 FEET TO THE BEGINNING OF A CURVE CONCAVE WESTERLY, HAVING A RADIUS OF 72.00 FEET, A CENTRAL ANGLE OF 58'59'18" AND A CHORD BEARING AND DISTANCE OF NO4'59'02"w, 71.99 FEET; THENCE RUN NORTHERLY ALONG SAID CURVE, AN ARC DISTANCE OF 75.38 FEET TO THE END OF SAID CURVE; THENCE RUN N3409'31"W, A DISTANCE OF 66.87 FEET TO THE AFOREMENTIONED SOUTHERLY R/W UNE OF STATE ROAD NO. 24: THENCE RUN $55'50'29W ALONG SAID SOUTHERLY 1. THE SHOWN HEREON WAS PREPARED TO MEET THE STANDARDS OF PRACTICE IN CHAPTER 5J-17 OF THE FLORIDA CODE AS SET FORTH BY THE FLORIDA BOARD OF SURVEYORS AND MAPPERS PURSUANT TOSECTION 472.027 WAS SURVEYED UNDER MY DIRECT SUPERVISION AND IS TRUE AND CORRECT TO THE BEST_OF MY 3, THIS OFFICE HAS NOT ABSTRACTED THIS PARCEL OF LAND FOR ANY RECORDED CLAIMS OF TITLE, EASEMENTS OR RESTRICTIONS THIS SURVEYOR SHALL NOT BE HELD UABLE FOR THE EXISTENCE OF ANY SUCH CLAIMS. 4. THIS SURVEYOR HAS REVIEWED THE MAPS ISSUED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY FOR THE NATIONAL FLOOD INSURANCE PROGRAM: AND ITIS THIS SURVEYOR'S OPINION THATE BASED ON THESE MAPS THIS PROPERTY UESI IN ZONE "x: AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN, NUMBER 12001C0420D. EFFECTIVE DATE: JUNE 16, 2006, RIGHTS IMPLIED BY THIS SURVEY ARE NOT TRANSFERABLE. 6.1 THE MEASUREMENTS FOR THIS SURVEY WERE MADE IN  DESCRIBED PROPERTY: PARTICULARLY DESCRIBED AS FOLLOWS;  R/W, A DISTANCE OF 60,00 FEET TO THE POINT OF BEGINNING.  SURVEYOR'S NOTES: FLORIDA ANDE BELIEF. 2. THIS SURVEY IS BASED FROM FOUND ORIGINAL SURVEY FOR THIS TRACT OF LAND.  WHICH, IN THIS SURVEYOR's OPINION, BEST REPRESENTS THE  NO. 120670, MAP  5.THE FOOT. SURVEY,  WITH THE UNITED STATES STANDARD. US SURVEY  7. THERE MAY EXIST UNDERGROUND UTUTES ON THE PROPERTY SURVEYED THAT WERE NOT LOCATED OR SHOWN FOR THIS 8. USE OF THIS SURVEY FOR PURPOSES OTHER THAN THAT WHICH IT WAS INTENDED WITHOUT WRITTEN VERIFICATION, WLL BE AT THE USER's SOLE RISK AND WITHOUT WABILITY TO THE SURVEYOR. NOTHING HEREON SHALL BE CONSTRUED TO GIVE ANY RIGHTS ORE BENEFITS TO ANYONE OTHER THAN THOSE THE SURVEY WAS PREPARED FOR. 9. NO UNDERGROUND INSTALLATIONS ORE ENCROACHMENTS HAVE BEEN LOCATED EXCEPT THOSE SHOWN HEREON. 10, THERE ARE NO ENCROACHMENTS KNOWN TO THE UNDERSIGNED EXCEPT AS SHOWN HEREON. 11.1 THEF PURPOSE OF THIS SURVEY IS TO ESTABLISH THE LOCATION OF THE IMPROVEMENTS RELATIVE TO THE PROPERTY LINE BOUNDARY. BUILDING TES SHOWN ARE NOT TO BE USED TO RECONSTRUCT THE PROPERIY/BOUNDARY LINE. 12. BEARINGS SHOWN HEREON HAVE BEEN PROJECTED FROM A BEARING OF $31'32'28"E AS GIVEN FOR THE WEST UNE OF PROPERTY DESCRIBED IN OFFICIAL RECORDS BOOK 4875, PAGE 1688 OF THE PUBUC RECORDS OF ALACHUA COUNTY, 14. FENCES SHOWN HEREON HAVE BEEN SHOWN FOR GRAPHIC REPRESENTATION ONLY: OWNERSHIP OF FENCE HAS NOTE BEEN DETERMINED FOR THIS SURVEY. FENCE TES SHOWN ARE NOT TO BE USED TO RECONSTRUCT THE PROPERIY/BOUNDARY UNE. CONTROL IS BASED ON THE NORTH AMERICAN VERTICAL DATUM 1988, AND WAS ESTABLISHED USING UTIUZING GNSS AND THE FDOT PERMANENT REFERENCE NETWORK.  FLORIDA, 13, BUILDING 374-5245 PRIOR TO ANY CONSTRUCTION. 15. THE REDUNDANT SETS OF  SHOULD BE OBTAINED FROM THE  ZONING AND PLANNING DEPARTMENT. AT (352)  UPDATE SURVEYED: 01-30-2024 - DATE DRAWN: 07-02-2021 DRAWN BY: SPL. CHECKED BY: T.D.G: SCALE: 1= 50 FELD NOTE: MAPIN_FILE SHEET 1 OF 2 PROJECTN NO. MG-3901-21 usb:MG-3901-21  DATE SURVEYED: 06-30-2021 NOT VALD WTHOUT THE SIGNATURE AND  MYERS-GRIFFIS & ASSOCIATES, INC. SURVEYORS & MAPPERS P.0. BOX 404, ARCHER, FLORIDA 32618 15658 S.W. COUNTY ROAD 346, ARCHER, FL 32618 PHONE: (352) 495-4506 CELL PHONE: (352) 317-7658 FLORIDA CERTIFICATE NO LB7239 e_mall: myer-grtfli.ohoimallcom e_mail: surveyers909elive.com  THE UCENSED ORIGINAL RAISED SURVEYOR SEALOF AND MAPPER FLORIDA SURVEYED BY: TERESAD D. GRIFFIS, PRESIDENT DATE cel:352-317-7658 FL CERT. NO. 5909    TOPOGRAPHIC SURVEY CERTIFIED TO: Kvetoslav Cechak (Jerry), UNIVERSE TRANSPORTATION, LLC  TOPOGRAPHIC SURVEY IN SECTION 9, TOWNSHIP 11 SOUTH, RANGE 18 EAST ALACHUA COUNTY, FLORIDA  Sheet 2 of 2 No one sheet is intended to stand alone as a complete boundary survey  Rodius-(72.00). Arc Length-(75,38) Tan=(41.56) Delto-(5959'18") Chord Distonce-(71.99) Chord Beoring-.NOF0852W Rodius-(12.00) Arc Length-(12.56) Tan=(6.93) Delta-(5959/8"). Chord Distonce-(12.00) Chord Bearing-(50408528)  Rodius-(12.00). Arc Length-(12.56) Ton-(6.93) Delto-(59'59187 Chord Distonce-(12.00) Chord Berig-(50408529) Radius-(72.00) Arc Length-(75.38) Tan=(41.56) Delta-(595918"). Chord Distance=(71.99) Chord Bearing-(SD409526)  93.94 bottom of spillway lev, 93.47  bottom spillway elev.    CONCRETE SPILLWAY DETAIL NS SCALE  LEGEND: ()- DEED MEASUREMENT FM.= FIELD MEASUREMENT R/W- RIGHT OF WAY - FOUND 5/8" REBAR W/CAP LB5075 o FOUND 5/8" REBAR W/CAP #6894 UNLESS OTHERWISE SHOWN SET 1/2" REBAR W/CAP LB7239 OVERHEAD UTUTY LINE (NO SERVICE TO BUILDING) P.O.C. POINT OF COMMENCEMENT P.O.B. = POINT OF BEGINNING GUYA ANCHOR 0 WOOD POWER POLE WATER VALVE FIRE HYDRANT WOOD UGHT POLE GRAPHIC SCALE (NI FEET) inch -50ft. NOTE: THEV VERTICAL CONTROL IS BASED ON THE NORTH Corner the AMERICAN DATUM AND WAS ESTABUSHED USING REDUNDANT SETS OF OBSERVATIONS UTUZING GNSS AND THE FDOT Township 11 South, FLORIDA PERMANENT REFERENCE NETWORK. UPDATE SURVEYED: 01-30-2024 A DATE SURVEYED: 06-30-2021 DATE DRAWN CHECKED BY: BY: SPL. TD.G. SCALE: = 50 FIELD NOTE: MAP IN FILE SHEET 2 OF PROJECT NO. MG-3901-21 usb4:MG-3 -3901-21  PARCEL IDENTIFIÇATION 700-  PARCEL A SURVEYED south line of Section's Township 11 South, Range 18 East MYERS-GRIFFIS & ASSOCIATES, INC. SURVEYORS & MAPPERS P.0. BOX 404, ARCHER, FLORIDA 32618 15658 S.W. COUNTY ROAD 346, ARCHER, FL. 32618 PHONE: (352) 495-4506 CELL PHONE: (352) 317-7658 FLORIDA CERTIFICATE NO LB7239 e_mail: men-srtlihehainalcem e_mall: sunveyers090lwe.com  P.O.C. SW. of SE1/4 of Section 9, Ronge 18 East (33.95)  (N89'56/04E)  SEE SHEET1 OF 2F FOR SURVEYOR's RAISED SEAL AND