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HomeMy WebLinkAbout1991 02 11 R-91-05 Collier Creek Commercial ParkCity of Sebastian POST OFFICE BOX 780127 ❑ SEBASTIAN, FLORIDA 32978 TELEPHONE (407) 589-5330 ❑ FAX (407) 589-5570 February 11, 1991 Jerry E. Strnad Gary D. Deshon PO Box 782204 Sebastian, FL 32978 RE: Recorded Resolution No. R-91-05 - Collier Creek Commercial Park Preliminary Plat Dear Mr. Strnad & Mr. Deshon: Enclosed please find a copy of recorded Resolution No. R-91-05 for your records. If you have any questions, please do not hesitate to contact me. Sincerely, Kathry M. O'Halloran, CMC/AAE City Clerk sam Enclosure .-. A-%, City of Sebastian POST OFFICE BOX 780127 ❑ SEBASTIAN, FLORIDA 32978 TELEPHONE (407) 589-5330 ❑ FAX (407) 589-5570 January 25, 1991 Jerry E. Strnad Gary D. Deshon P. O. Box 2204 Sebastian, FL 32978-2204 RE: Resolution No. R-91-05 : Collier Creek Commercial Park Preliminary Plat Approval Dear Mr. Strnad and Mr. Deshon: The City Council, at their Regular Meeting of January 23, 1991, adopted the above -referenced resolution. Enclosed is a copy of the resolution for your records. Sincerely, ,�(pb Kathryn M. City Clerk elm Enclosure O'Halloran, CMC/AAE FFRESE, 11ALLACE, NASH & TORPY, P.A. ATTORNEYS AT LAW MARY B. FRESEt .TAMER H. FALLACE CHARLES IAN NARH VINCENT 0. To RPY..1R. RI.1RE A. JINOER RICHARD H. TORPY (iRE30RY S. 14ANOF.N J. PATRI:.R ANDERaDN WILLIAM A. GRIMM OF COUNSEL January 14, 1991 VIA TELECOPIER TRANSMISSION Bruce Cooper, Director of Community Development City of Sebastian P.O. Box 780127 Sebastian, FL 32978 030 S. HARHOn CITY BLVD. 13` DITE :Snit MELRatlnve, PLORIPA 32001 (407) 084.3300 NAR (A07) 051.3741 1 tlP.Ab CRnn me �. IN T.taT.Pw Hu.hb (ICRTIrIRP 14 EPTATR P... .I.u.nu Phub1l[ Re: Resolution Number R-91-05 Preliminary Plat Approval for Collier Creek Commercial Park Subdivision Our File No.: 88-2496 Dear Bruce; I have enclosed with this letter proposed Resolution Number R-91- 05, relative to the referenced matter. Please immediately advise me of any modifications that need to be made to the enclosed drafts so that it can be finalized for submission to the City Council. VerrAttorney yours, FRELACE, NASH & TORPY, P.A. Chan Nash Cit CIN/mw Enclosure as stated. City of Sebastian POST OFFICE BOX 780127 ❑ SEBASTIAN, FLORIDA 32978 TELEPHONE (407) 589-5330 ❑ FAX (407) 589-5570 SUBJECT: PRELIMINARY PLAT FOR COLLIER CREEK COMMERCIAL PARK SUBDIVISION Approved For Submittal By: City Manager Agenda No. </ DDE Dept. Origin Community Development , (BC) Date Submitted 12/20/90 For Agenda Of 1/2/91 Exhibits: Memo dated 12/17/90 from P & Z Application & Plans for Preliminary Subdivision Plat EXPENDITURE AMOUNT APPROPRIATION REQUIRED: BUDGETED: REQUIRED: SUMMARY STATEMENT The applicants, Gerald E. Strnad and Gary D. Deshon, are requesting approval for their Preliminary Subdivision Plat known as Collier Creek Commercial Park Subdivision. This property consists of approximately 10 acres, located immediately east of Chesser's Gap Plan Unit Development. The subdivision consists of 5 lots, approximately three quarters of an acre in size and 1 lot in the rear containing approximately 5 acres (Lot 6). Lot 6 is tentatively planned for a nursing home. The applicants are requesting a waiver from Section 20A -17.1(K) of the Land Development Code, which requires a sidewalk to be constructed on both sides of all collector and arterial streets whereas, the proposal is to place one sidewalk or pedestrian path on one side of the street. This would be consistent to what was approved for Chesser's Gap Subdivision. All improvements made to the subject real property, as outlined in the traffic study to County Road 512, will be constructed by the applicant at its expense, in accordance with the requirements of Indian River County, Florida. RECOMMENDED ACTION Move to direct the City Attorney to draft a resolution to approve the Preliminary Plat for Collier Creek Park and to waive Section 20A -17.1(K) allowing the construction of only one sidewalk. 71 DDS s.�, POOR COPY LOCATION MAP MASTELLER & MOLER ASS&^ES, INC. P.O. Box 781045 SEBASTIAN, FLORIDA 32978.1045 (407) 589.4800 TO City of Sebastian P. 0. Box 127 Sebastian, FL 32958 WE ARE SENDING YOU 7 Attached Under separate cover ^RECEIVED !�-n 2 61got� LET,, _�M 01F 71RUM UL 12/26/9.0 9023 ATTENTION Bruce Cooper RE'. Collier Creek Commercial Project ❑ Shop drawings 7 Prints 1 Plans ❑ Samples ❑ Copy of letter �:] Change order the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 7 9 Revised plans for Collier Creek Commercial Project THESE ARE TRANSMITTED as checked below: ❑ For approval L, Approved as submitted X For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ Resubmit copies for approval I-' Submit copies for distribution Return corrected prints ❑ FOR BIDS DUE 19 7 PRINTS RETURNED AFTER LOAN TO US REMARKS Dear Mr. Cooper: Enclosed please find seven (7) sets of the Development Plans for the above referenced project. The site plan data has been revised to reflect the .zoning change from CL -512 to C-512 as requested by Kevin Crowe. Should you require any additional information, please do not hesitate to contact our office. COPY TO Sincerely, MASTELLER & MOLER ASSOCIATES, INC. Virg inia Klinger SIGNED: If enclosures are not as noted. kindly notify us at once /-. City of Sebastian POST OFFICE BOX 780127 ❑ SEBASTIAN, FLORIDA 32978 TELEPHONE (407) 589-5330 ❑ FAX (407) 589-5570 DATE: DECEMBER 'I7, 1990 TO: MAYOR AND CITY COUNCIL FROM: LINDA KINCHEN PLANNING AND ZONING SECRETARY THROUGH: BRUCE COOPER DIRECTOR OF COMMUNITY DEVELOPMENT RE: COLLIER CREEK COMMERCIAL PRELIMINARY PLAT PLEASE BE ADVISED THAT ON DECEMBER 6, 1990 THE PLANNING AND ZONING COMMISSION REVIEWED THE ABOVE AND RECOMMEND 10 THE CITY COUNCIL THAT THEY APPROVE THIS PRELIMINARY PLAT AS WELL AS A WAIVER OF THE SIDEWALK REQUIREMENT FOR ONE SIDE OF THE CULDESAC AND THAT A MEDIAN CUT BE RECOMMENDED TO INDIAN RIVER COUNTY FOR TRAFFIC SAFETY. THE ABOVE MOTION PASSED UNANIMOUSLY. SHOULD YOU HAVE ANY FURTHER QUESTIONS, PLEASE FEEL FREE TO CONTACT OUR OFFICE. LK; LK ?/ as MASTELLER & MOLER ASSOCIATES, INC. M CONSULTING ENGINEERS • LAND PLANNERS Post Office Box 781045 Sebastian, Florida 32978-1045 (407) 589-4800 (407) 589-2742 Fax Mr. Bruce Cooper City of Sebastian Post Office Box 127 Sebastian, FL 32958 November 21, 1990 RE: Collier Creek Commercial Park Preliminary Plat Application County Road 512 Sebastian, Florida Dear Bruce: I am enclosing herewith, nine (9) sets of plans consisting of nine (9) engineering drawings each, revised to address the following comments conveyed to me during our recent telephone conversation: 1.) We will be forwarding immediately, plans to all utility companies in order that easement locations are properly coordinated. 2.) We have added an additional fire hydrant to address the ordinance requirement of having a fire hydrant within 250' of the center of all lots. 3.) We have added a 4' wide sidewalk to both sides of the proposed subdivision streets. The applicant may request a waiver from the sidewalk requirement. Please let me know if you will be in need of any further information regarding this project. It is my understanding that upon your receipt of the revised plans hand delivered to you on November 21, 1990, you will be able to schedule this project for the Planning & Zoning Commission meeting on December 7, 1990. Thank you for your assistance and cooperation. Sincerely yours, MIMTELLER & MOLER ASSOCIATES, INC. E. Moler, P.E. ve Vice President SEM/vk Encl-. cc: Jerry Strnad City of Sebastian POST OFFICE BOX 780127 ❑ SEBASTIAN, FLORIDA 32978 TELEPHONE (407) 589-5330 ❑ FAX (407) 589-5570 M E M O R A N D U M DATE: November 20, 1990 TO: Planning and Zoning Commission FROM: Bruce Cooper Director of Community Developme REFERENCE: Collier Creek Subdivision �����ZZ/// Location: County Road 512 immediately east of Chesser's Gap Current Zoning: C-512 (Effective Date 11/28/90) Applicant: Jerry Strnad Proposal: Preliminary Subdivision Plat Based on my general review of the subject application and documentation, I recommend that the Planning and Zoning Commision approve Collier Creek Subdivision Preliminary Plat subject to the applicant's resolution of the following comments and conditions: 1. All improvements made to the subject real property, as outlined in the traffic study to County Road 512, will be constructed by the applicant at its expense, in accordance with the requirements of Indian River County, Florida.. This condition shall not operate to preclude Indian River County from requesting modifications or additions to the improvements as Indian River County deems necessary and proper. Mr. Dave Fisher and myself have reviewed the documents submitted and found that the Preliminary Subdivision Plat complies with the requirements of Article 16 and 17 of the Land Development Regulation. The applicant is not requesting any waivers. BC/gk collier.doc Telephone: (407)567-8000 July 27, 1990 /1 1. )ARD OF COUNTY COMMIS.._ONERS 1840 25th Street, Vero Beach, Florida 32960 re Mr. Steve Mohler, P.E. Masteller & Mohler Associates P.O. Box 1045 Sebastian, Florida 32958 Suncom Telephone: 224-1011 .. 9 A4AC-v q o RE: Public Works Department and Traffic Engineering Comments for Collier Creek Commercial Park CR 512 Sebastian, Florida Dear Mr. Mohler: The Public Works Director, Mr. James W. Davis, and the County Engineer, Mr. Roger D. Cain, and myself have reviewed your submittal for the above referenced project. We offer the following constructive comments and suggestions which we hope will be incorporated into your design. Due to the General Commercial Zoning (CG) of the property the potential for trip attraction/generation of traffic volumes associated with the site are very significate. A complete Traffic Engineering Analysis will be required by Indian River County prior to our developing final comments and judgments regarding this proposed development. The "Commercial -Hi Tech" PUD proposed for the large tract to the south of the Collier Creek Tract gives us a great amount of concern, since the County plans for CR 512, presently nearing completion, call for a full median cut to align with the center of that tract and Fleming Street. Further, Wimbrow Drive, just east of Collier Creek will also have a median cut. Given these median cut locations, no median cut can be approved for Tract A. This is of major concern to the entire Public Works Department since we must maintain the integrity of CR 512 as an arterial once it has been upgraded. For this very reason, it is strongly suggested that the utility easements to the east of Lots 2,3,4, and 5 be widened and designed as a Marginal Access Roadway/Joint Use Access Driveway between Tract A and the PUD area. collier.msd 07/27/90 Page 2. This will allow traffic `from both developments to use a main driveway to enter and exit CR 512 under the regulation of a Traffic Control Signal. It is recognized that the above suggestions will require the cooperative efforts of both developers, and possibly securing a variance from the City of Sebastian relative to building setback requirements. The proposed Marginal Access Easement, is not set back far enough from the proposed pavement edge of CR 512 and will in turn not function properly given any measurable truck traffic or significant vehicular movements of any kind. The above described concern and our proposed change is the - -most important concern the County has relative to this project. A Traffic Impact Analysis which will address the above proposed changes and provide County staff with sufficient detailed data to review this project completely is required. Other concerns which we have at the present time involves the following: 1. The Collier Creek bridge/culvert and all driveways intersecting CR 512 within 300' of Tract A property lines should be shown to allow for a proper evaluation. 2. Equally important is the need for the plans to show any site distance obstruction such as bridge rails, shrubbery to remain, etc, with solutions to address these problems, preferably in the Traffic Impact Analysis Report. 3. Since the property to the south has an even greater potential for Trip Generation, it is strongly recommended that the two potential developers accomplish the liaison activities which will result in the development of a suitable interior Marginal Access/Joint Use Driveway System servicing both sites. 4. If such a system can not be developed, all movements to and from Tract A will be relegated to "right-turn-in/right-turn-out movements." 5. All tapers for turning lanes and storage lanes must meet the latest F.D.O.T. standards. 6. The applicant is cautioned regarding the Collier Creek Flood Plain which can not be filled. collier.msd 07/27/90 Page 3. 7. Standard County recommendations for commercial/Industrial roadways are 8" of limerock or cemented coquina base and 12" of homogeneous sub -grade. The above comments summarize the County's initial comments relative to this development which were set forth before the benefit of a completed Traffic Impact Analysis. We therefore reserve the right to make additional comments once such an analysis is received. - If the applicant encounters trouble in securing a variance for building setbacks due to the recommended location of a Joint Use/Marginal Access Roadway/Driveway, please be advised that the County, once it has received the Traffic Impact Analysis, will be willing to assist the developer in negotiations with the City of Sebastian. If you have any questions with regard to any of the above matters please feel free to call mp at your earliest convenience so that we may set-up a meeting to discuss any and all of the above comments. Sincerelyi����+\�D Michael S. Dudeck, Jr., P.E. County Traffic Engineer MSD:blp collier.msd CC: James W. Davis, P.E., Public Works Department Roger D. Cain, P.E., County Engineer David Fisher, Interim City Engineer of Sebastian 11 MASTELLER & MOLER ASSOCIATES, INC. M CONSULTING ENGINEERS • LAND PLANNERS Post Office Box 781045 Sebastian, Florida 32978-1045 (407) 589-4800 (407) 589-2742 Fax July 3, 1990 Mr. Bruce Cooper City of Sebastian Planning and Zoning Department 1225 Main Street Sebastian, Florida 32978 RE: Collier Creek Commercial Park Subdivision County Road 512 City of Sebastian, Florida Dear Bruce: I am enclosing herewith the following information to support a Development Plan/Plat Review approval for the proposed Collier Creek Commercial Park Subdivision which will be constructed on a 10.23 acre parcel of land located on County Road 512 in the City of Sebastian: 1. Eight (8) copies of application for Development Plan/Plat Review. 2. Application for Development Plan/Plat Review fee $500.00. 3. Eight (8) sets of construction plans consisting of ten (10) sheets per set. 4. One (1) copy of Stormwater Management Report. 5. Eight (8) copies of the deed to the property. The proposed project is located entirely on a 10.23 acre parcel of land owned by Jerald E. Strnad and Gary D. Deshon. The site is currently undeveloped. The site is proposed to have twelve (12) commercial lots. ,., AW Mr. Bruce Cooper July 3, 1990 Page 2 Please let me know if you will be in need of any further information relative to the application submitted herewith. Thank you for your assistance and cooperation. Sincerely yours, MASTELLER & MOLER ASSOCIATES, INC. J n E. Mo�.E. ive Vice President SEM/mll Encl: File: #9023 cc: Jerald E. Strnad M • rFc' Z— '~ 623892 .. 0e11 -C101. also also RP FROM <RAMCO FORM 42 "fllis Quit -Claim 11eed, E ecuterd this 17 th day of November A. D. ;q 89 ,fry D. J. TRADING COMPANY a corporalion exisling under the Iwas of Floridaand having it, principal pinrc of business al 1305 U.S. Highway 1, Sebastian, FL 32958 first vurly, In JERALD E. STRNAD, a married man, as to an undivided 608 interest; and GARY D. DESHON, trustee, as to an undivided 40% intereE whose pasloffice address is 1627 U.S. Highway 1 B-2, Sebastian, FL 32958 second party: IWLece.ee rad M1 , rh, I--, •.�^oa YA'u • A .d .. d nprdeKnulne•,""rico. iu 1 dhrim , d rL .ren ri mid •..i.Ie..1 .. inel-de ,i rvl,u,nd `Ind. lei Orr rra a rear ." m.) iv n u, ""µres a w4 .e r rhe" "rq bitnesseth, Tlrat Ilre said first party, formal In consideration of the nm, of s10.00 I,, hand paid by Ibo sold sermul party, the raraipl whereof is hereby acllnomdedged, does heu•by realise, re lease and ja i-cfulm unla in. sailI second party foreoer all the right. Itile, Interest, claim real rlemmul ..rhn h Il,e sold flnl party has In 'end la AS fallowing described lot, piece or parcel of land, slluhie• lyfnil and belnll b, d,e County of Indian River Slate of Florida , m ,"R: Tract A of SEBASTIAN HIGHLANDS UNIT14, a subdivision according to the plat thereof, as recorded in Plat Book 8, Page 43 of the Public Records of Indian River County, Florida DOCUMENTARY STAMPS t r 5 S JEFFREY K. BARTON, CLERK INDIAN RIVER COUNTY Cm o-rpenlydr sal rhr cart/'•uu.....rM a. lin" pnry in It.. Ime1"6111 deed. And cher J.yhen.gr mh.muledyeJ ne,u,i., the —1 m ,he 0 mdm mIlhornr dnly .cad in "herr, is, mid ca,pm arm and That The .tel allieed rbnem i, the are —porn, sa.l u1 mid n•rVmuu.u. Yr N WAL I � u • ,Ywa o ' {- F Hwy 1 B-2 Sebastian, FL 32958 pv1'�e �d Notary t�d%ag 1:,'�Sidle afo ide el Large F To Have and to hold it.. same loged,ar will, aN and singular Ili- appurlenancee Ihereonlo belonging or (n ,myuatse apperlalning, and all The estate, right, title. Interest, lien, e9uily and claim whal- sooner of 76'',111111 first party, either in w Iaor Pithily. to It.. only, proper nue, benefit and habitat of the said ;`: �n nlQlitness 101lere0f the saidirsl f party hos caused these pres� : •',, r' ends to be executed it, Its name. and its corporate seal to he he.reuhio affixed, o by its proper office. Ibereunto duly authorized, the day and year first abm,e urdllen. , .....Q_ .. ...J...TRAQSNG _.COMPAN.Y......._........ semmm AAAA.... I and delfnored In the presence of: �1.:. AAAA. �.. .........`...... BY�.....�.�..........:.....:...//:_......I.m "�..� .............................................. STATE OF Florida l OOUN'rY OF Indian River J 1 IICNCbY I:CaJ'lyv d.n rm iId. J,r, before r ullkee dap .urhmi,ed in ,he stat and Count, aI.r... id m mir .du..ulnlrmu.n, Te-nWlr pjn—d Daniel A. McCusker •ell ham.. b. ua h. he the 1'mide Aua Secretary o-rpenlydr sal rhr cart/'•uu.....rM a. lin" pnry in It.. Ime1"6111 deed. And cher J.yhen.gr mh.muledyeJ ne,u,i., the —1 m ,he µneon sal ne .Acribin, wa.—m fad, .,.it mlmnA, fly mdm mIlhornr dnly .cad in "herr, is, mid ca,pm arm and That The .tel allieed rbnem i, the are —porn, sa.l u1 mid n•rVmuu.u. WI'IEE5S my hand And alli... I mal in the Cuuner And sure 1411 Aforesaid rho 17 th4f of November'., A. U. 1989 WAL Y%n;/n,minavlf``n]hnr,/hy: Jerald Strnad{a 1627 U.S. ,Ywa o ' {- F Hwy 1 B-2 Sebastian, FL 32958 pv1'�e �d Notary t�d%ag 1:,'�Sidle afo ide el Large My COImmiss ok-Oplres October 19, 19i Bonded thru Hudpabarry d Associates APPLICATION FOR PRELIMINARY PLAT FOR MAJOR SUBDIVISION CITY OF SEBASTIAN 1225 MAIN STREET SEBASTIAN, FLA. 32958 TELEPHONE #: 589-5330 Application Number 1013 Date Owner _Jerald E. Strnad & Gary D Deshon Phone (407)-589-3995 Address p_0_ qnr 770E Sebastian, FL 32978-2204 Subdivision Name Collier Creek Commercial Park Section 12 Township 31SRange 38E Project Surveyor Hugh J. Smith Florida State #PLS 07261 Project Engineer Stephen. E. Moler, P.E. Florida State # FL 33193 Zoning Classification ___jZL-5 L2 Land Use Designation CL -512 Development Site Size 10.23 acres Minimum Lot Size 20,000 SF Proposed Units per Acre 1.17 No. of Lots 6 Will development be in phases? Yes The following attachments shall accompany this application. 1. A copy of the Owner's Recorded Deed. 2. If applicant is other than the owner, a sworn statement of aurhorization is required. 3. Twelve copies of all -plans. 4. Final plat requires compliance with Section 20A-16.4 (C) of the Land Devel- opment Code, City of Sebastian. 5. Existing legal description. FEE SCHEDU SIGNATURE OF APPLICANT Less than 10 acres $350.00 10 acres to 25 acres $500.00 25 acres to 50 acres $750.00 over 50 acres $15.00/acre Planning and Zoning Review Date _J7 19 n —�r-7 Board Roecommendation_4p4np ., c Comments: OAtSid �iC i f 0 i'wn. All applicants are encouraged to schedule a pre -application conference. This plat review application must be completed and returned, with all enclosures as required by Section 20A-16.4 B (1) & (2) to the City Clerk. When the City Engineer determines that the preliminary plat and required data meet the City's requirements, written recommendations will be submitted to the applicant and a public meeting of the Planning and Zoning Commission shall be scheduled. I� CITY OF SEBASTIAN BUILDING DEPARTMENT RECEIPT Name Payment ❑ Cash Date Method CkCheck N �T AMOUNT PAID Radon Fee 208200 Prepaid License Renewal 223200 Building Permit 322100 Reinspection Fee 322100 Electrical Permit 322200 Plumbing Permit 322200 Model Home 322400 Side Swale Culvert 322750 Contractor's License Application Fee 323100 Contractor's License Renewal 323200 Block Exam (Gainesville) 323400 Block Exam (Sebastian Site) 323400 Other Licenses & Permits 329000 Abandonment of Easement 341110 Pre-Application 341210 ❑ Minor 341220 Site Plan Approval ❑ Major 341230 Planned Unit Development 341235 :• r Conceptual ❑ or Preliminary ❑� Plat1' 341240 Preliminary ,)q or Final ❑ Model Home Application 341700 Variance or Appeal 341890 Penalty 364900 TOTAL PAID Signature White - Finance Pink - APPlieent Gold - Building wa m w w m m m STORMWATER MANAGEMENT REPORT FOR COLLIER CREEK COMMERCIAL PARK COUNTY ROUTE 512 CITY OF SEBASTIAN, FLORIDA PREPARED FOR: JERALD STRNAD & GARY DESHON JUNE, 1990 PREPARED BY: MASTELLER & MOLER ASSOCIATES, INC. POST OFFICE BOX 781045 SEBASTIAN, FLORIDA 32978-1045 (407) 589-4800 "' RECEIVE© ?� GENERAL The project site is located on the southeast side of County Route 512 approximately 1.75+ miles west of U.S. Highway #1 in the City of Sebastian, Florida. The site is also known as Tract "A", Sebastian Highlands Unit 16. SITE CHARACTERISTICS The project contains pine trees and palm trees throughout the majority of the site. Much of the site, has been previously disturbed as is evident by the various elevations exhibited on the site topographic plan as compared to adjacent properties. The site borders directly on the Collier Creek Waterway and as such is extremely well drained. The site contains no wetlands and, therefore, is not considered to be environmentally sensitive. W SITE SOILS The project site soils are classified as Holopaw fine sand by the United States Soils Conservation Service based on Map Panel 7 in the Soil Survey for Indian River County, Florida. .. Several borings were completed at the site by Universal Engineering Sciences to determine soil types and groundwater elevations. In the area of the proposed stormwater management basin, groundwater was observed at a depth of 4'- 3". As the .. existing ground elevation at the boring location was determined to•be Elevation 18.55 NGVD, the observed groundwater elevation is calculated as Elevation 14.3 NGVD. It is anticipated that the high groundwater elevation at the site does not exceed elevation 15.0 NGVD based on the influence of the adjacent Collier Creek Waterway. FLOOD HAZARD ZONE The project site is situated in Flood Zone X as depicted on Flood Hazard Map Panel 78 of 169. Flood Zone X is described as area of 500 year flood; areas of the 100 year flood with flood elevation depths of less than one foot. The majority of .. the site is depicted as being in an area outside of the limits of the 500 year flood event. W ", P" STORMWATER MANAGEMENT STANDARDS Stormwater Computations are designed to meet the standards of both the City of Sebastian Stormwater ordinance and the ^ 40C-42 Rules and Regulations of the St. Johns River Water Management District. Runoff computations for determining required "Retention" volume is based on the Rational Method and ^ on "Urban Hydrology for Small Watersheds" (TR -55) for determination of required "Detention" volume. M SITE DATA ". TOTAL SITE AREA 10.2 Acres A. Land Use Evaluation 1. Richt-of-way area 2 ((60'x 690') + 3.14 (50)] / 43,560' = 1.13 Acres Pavement Area (27' x 800') / 43,560' = 0.50 Acres Driveway Area [(24' r. 11.5') 9DW] / 43,560' = 0.06 Acres 2. Stormwater Management Tract Tract Area = 0.73 Acres 3. Lot Area 10.2 - 1.13 Acres - 0.73 Acres = 8.34 Acres B. Impervious Area ^ 1. Right -o£ -way area (0.50 + 0.06) = 0.56 Acres ^ 2. Lots (8.34 x 80% max. impervious surface) = 6.67 Acres Total Impervious Surface = 7.23 Acres ^ PROPOSED IMPERVIOUS SURFACES = 7.23 Acres ^ PROPOSED OPEN SPACE = 2.97 Acres PERCENTAGE IMPERVIOUS = 70.9% P" STORMWATER MANAGEMENT STANDARDS Stormwater Computations are designed to meet the standards of both the City of Sebastian Stormwater ordinance and the ^ 40C-42 Rules and Regulations of the St. Johns River Water Management District. Runoff computations for determining required "Retention" volume is based on the Rational Method and ^ on "Urban Hydrology for Small Watersheds" (TR -55) for determination of required "Detention" volume. M wow STORMWATER RETENTION VOLUME REQUIREMENT The City of Sebastian stormwater ordinance requires that as a minimum, the runoff from the first one (1") inch of rainfall be "retained" on site. St. Johns River Water Management District requires that the first one-half (1/2") inch of runoff be retained on-site. This project is not considered to drain directly into Class I, Class II or Outstanding Florida Waters and as such, additional treatment is not required. Stormwater runoff will eventually be discharged - into the Sebastian River after traveling approximately 13,200 feet via the Collier Creek Waterway System. COMPUTE "C" FACTOR • C = (7.23 Acres)(0.9) + (2.97 Acres)(0.30) 10.2 Acres W = 0.73 REQUIRED RETENTION VOLUME go = 0.73 (1") (444,312 SF) (1'/12") = 27,029 CF (City of Sebastian) = 0.50 (1") (444,312 SF) (1/12") = 18,513 CF (SJRWMD) This project is designed on the basis that all sites will retain on-site a volume equivalent to 0.5" of rainfall within open space areas. As such, the southeasterly planned stormwater management tract is designed to maintain discharge rates and volumes at pre -development levels. The 0.5" retention on lots will yield a retention volume on lots equivalent to 14,919 CF. As such, the designed stormwater basin at the southeast end of the site must retain at least a volume of 12,110 CF in order that the project's total retention volume requirements will be met. The retention volume available in the basin to the invert of the discharge control pipe is 13,064 CF. an STORMWATER DETENTION BASIN DESIGN 1. Stage - Storage Design This project is designed to convey excess runoff from to be developed lots to a stormwater "detention" area located at the southeast end of the Collier Creek Commercial Park. The capacity Of the "retention/detention" facilities is 82,564 CF tabulated as follows: am BASIN SWALE LOT TOTAL ELEVATION STORAGE STORAGE STORAGE STORAGE (CF) (CF) (CF) (CF) r. 16.0 0 0 17.0 8,021 8,021 18.0 10,085 18,106 19.0 12,412 30,518 20.0 15,015 45,533 21.0 17,911 4,200 14,920 82,564 As mentioned previously all sites shall be required to retain on-site 1" of rainfall over the to be developed lot. As .. a result, 82,564 CF of storage volume will be attainedon the lots when developed. The volumes of storage listed in the table above reflect the storage volumes on the lots. The total amount of storage availability within the project will be ., 82,564 CF which is sufficient to detain peak runoff flows. 2. Stage - Discharge Design The project discharge is controlled by an outflow control pipe located within the berm between the stormwater basin and the Collier Creek Waterway. The discharge from the basin will be controlled by an 18" diameter culvert set at an invert elevation of 17.50. The resulting discharge through the pipe will be limited to 23.6 cfs based on the following computations: 0.5 on o = VA =(2gH) A Peak Stage Elevation = 21.00 NGVD Centerline of discharge pipe = 18.25 NGVD H = 2.75' A = 1.77 SF (18") 0 = 1(2 (32.2)(2.751)] (1.77) = 23.6 cfs < 30.0 cfs M M The pre -development 10 year/24 hour peak discharge has been ^ determined to be 30.0 cfs based on the Hydrograph included at the end of this report. The discharge control pipe has been designed to discharge only 23.6 cfs when the basin reaches water elevation 21.0 NGVD. Discharge for various stage are listed in the table below: STAGE DISCHARGE (cfs) 16.00 0.00 ^ - 17.50 0.00 19.00 12.30 20.00 18.78 ^ 21.00 23.55 FLOOD ROUTING COMPUTATIONS The City of Sebastian Stormwater Ordinance requires that the increased runoff from a ten (10) year frequency, twenty-four (24) hour duration stormwater event be detained ^ on-site. The necessary "Detention" volume to meet the above described criterion is based on the following computations: W A. DEVELOP CN VALUES 1. Pre -development Conditions HYDROLOGIC ^ SOIL GROUP Site Soils = Holopaw Fine Sand 100% B Project Site Conditions Wood or Forest Land: Thin stand, poor cover, no mulch ^ Holopaw Fine Sand - Hydrologic Soil Group B CN = 66 Pre -development CN Number 66 2. Post -development Conditions Project Site Conditions - (Post Development) Paving, Buildings, Sidewalks ........ CN = 95 (70.9%) Open Areas (Type B Soils) ........... CN = 61 (29.1%) Weighted CN Number ^ _ (70.9%) (CN = 95) + (29.1%) (CN = 66) 100% ^ = 86.6 M USE ....... CN = 87 Flood routing computations are based on SCS Runoff Hydrographs Utility Civilsoft Stormwater Software. The results of the flood routing computations are presented at the end of this report. Flood routing has been completed for the ten-year/24 hour storm event as required by the City of Sebastian Stormwater Ordinance. The project has been designed .� to decrease the peak stormwater discharge rate following development to a value less than the pre -development 10 year/24 hour runoff rate. The post -development peak discharge rate at the basin has been computed to be 53.6 cfs. The basin/outlet .� contr6Y`pipe restricts the peak discharge to 22.4 cfs which is significantly below the pre -development peak runoff of 30.0 cfs. CONCLUSION The stormwater management system for the proposed Collier Creek Commercial Park project has been designed in accordance with the ordinances and regulations of the City of Sebastian and the St. Johns River Water Management District. Respectfully submitted, MASTELLER & MOLER ASSOCIATES, INC. Sthen E. Moler, P.E. Fl ida Registration #c3193 M 0 HYDROGRAPH BY SCS METHOD Project COLLIER CREEK C:OMMERC:IAL PARK PRE -DEVELOPMENT 10 YEAR. / 24 HOUR, STORMWATER HYDRO GRAPH Date: 06-18-1990 0.00 Time: 08:50:19 Drainage area in acres 0.75 = 10.20 Runoff curve number 0.00 = 66.00 _ Time of concentration in minutes = 30.00 Total rainfall in inches 0.00 = 8.00 Storm distribution curve number = 3.01 Peaking factor, K 1.25 = 484.00 Peak discharge in cfs 2.00 = 30.01 Time of peak discharge in hours = 12.17 Volume of runoff in ac - ft = 3.41 Time in hours 0.00 0.25 0.50 0.75 1.00 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 _ Time in hours 1.25 1.50 1.75 2.00 2.25 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 - Time in hours 2.50 2.75 3.00 3.25 3.50 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 ^ Time in hours 3.75 4.00 4.25 4.50 4.75 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 5.00 5.25 5.50 5.75 6.00 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 - Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 6.25 6.50 6.75 7.00 7.25 _ Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 7.50 7.75 8.00 8.25 8.50 - Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 Time in hours 8.75 9.00 9.25 9.50 Discharge in cfs 0.02 0.05 0.10 0.17 Volume in ac -ft 0.00 0.00 0.00 0.01 Time in hours 10.00 10.25 10.50 10.75 Discharge in cfs 0.31 0.42 0.57 0.76 Volume in ac -ft 0.02 0.02 0.03 0.05 Time in hours 11.25 11.50 11.75 12.00 Discharge in cfs 1.45 2.0.3 9.01 25.40 _ Volume in ac -ft 0.09 0.13 0.24 0.60 Time in hours 12.50 12.75 13.00 13.25 - Discharge in cfs 15.39 9.54 6.15 4.68 Volume in ac -ft 1.59 1.84 2.01 2.12 _ Time in hours 13.75 14.00 14.25 14.50 Discharge in cfs 3.28 2.85 2.61 2.39 Volume in ac -ft 2.28 2.34 2.40 2.45 - Time in hours 15.00 15.25 15.50 15.75 Discharge in cfs 2.11 2.00 1.87 1.75 Volume in ac -ft 2.54 2.59 2.63 2.66 ^ Time in hours 16.25 16.50 16.75 17.00 Discharge in cfs 1.54 1.46 1.44 1.44 Volume in ac -ft 2.73 2.76 2.79 2.82 Time in hours 17.50 17.75 18.00 18.25 Discharge in cfs 1.34 1.28 1.22 1.16 - Volume in ac -ft 2.88 2.91 2.93 2.96 Time in hours 16.75 19.00 19.25 19.50 Discharge in cfs 1.06 1.06 1.06 1.06 Volume in ac -ft 3.00 3.02 3.05 3.07 Time in hours 20.00 20.25 20.50 20.75 Discharge in cfs 0.9E 0.94 0.93 0.90 Volume in ac -ft 3.11 3.13 3.15 3.17 - Time in hours 21.25 21.50 21.75 22.00 Discharge in cfs 0.85 0.90 0.89 0.83 Volume in ac -ft 3.20 3.22 3.24 3.26 Time in hours 22.50 22.75 23.00 23.25 Discharge in cfs 0.81 0.77 0.71 0.72 Volume in ac -ft 3.29 3.31 3.32 3.34 Time in hours 23.75 24.00 24.25 24.50 Discharge in cfs 0.76 0.70 0.50 0.17 Volume in ac -ft 3.37 3.38 3.40 3.40 0.00 9.75 0.23 0.01 11.00 1.03 0.07 12.25 27.5'2 1.14 13.50 3.76 2.21 14.75 2.25 2.50 16.00 1.62 2.70 17.25 1.40 2.85 18.50 1.09 2.98 19.75 1.03 3.09 21.00 0.83 3.19 2'2.25 0.81 3.27 23.50 0.78 3.35 HYDROGP.APH BY SCS METHOD ------------------------ Project . - COLLIER. CREEK COMMERCIAL PARK POST -DEVELOPMENT 10 YEAR, / 24 HOUR STORMWATER HYDR OGRAPH Date: 06-18-1990 Time: 09:11:28 Drainage area in acres = 10.20 Runoff curve number - 87.00 Time of concentration in minutes = 20.00 Total rainfall in inches = 8.00 Storm distribution curve number = 3.00 Peaking factor, K = 484.00 - Peak discharge in cfs = 53.58 Time of peal: discharge in hours = 12.0E - Volume of runoff in ac - ft = 5.48 Time in hours 0.00 0.25 0.50 0.75 1.00 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 1.25 1.50 1.75 2.00 2.25 Discharge in cfs 0.00 0.00 0.00 0.00 0.00 - Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 2.50 2.75 3.00 3.25 3.50 - Discharge in cfs 0.00 0.00 0.00 0.00 0.01 Volume in ac -ft 0.00 0.00 0.00 0.00 0.00 Time in hours 3.75 4.00 4.25 4.50 4.75 - Discharge in cfs 0.04 0.08 0.13 0.18 0.21 Volume in ac -ft 0.00 0.00 0.00 0.01 0.01 - Time in hours 5.00 5.25 5.50 5.75 6.00 Discharge in cfs 0.23 0.28 0.33 0.40 0.45 Volume in ac -ft 0.02 0.02 0.03 0.03 0.04 - Time in hours 6.25 6.50 6.75 7.00 7.25 Discharge in cfs 0.50 0.53 0.57 0.60 0.71 Volume in ac -ft 0.05 0.06 0.08 0.09 0.10 Time in hours 7.50 7.75 8.00 8.25 8.50 Discharge in cfs 0.61 0.86 0.90 1.03 1.14 Volume in ac -ft 0.12 0.13 0.15 0.17 0.20 Time in hours 8.75 9.00 9.25 9.50 9.75 - Discharge in cfs 1.25 1.34 1.49 1.63 1.80 Volume in ac -ft 0.22 0.25 0.28 0.31 0.34 - Time in hours 10.00 10.25 10.50 10.75 11.00 Discharge in cfs 1.95 2.32 2.61 3.24 3.72 Volume in ac -ft 0.38 0.43 0.48 0.54 0.61 Time in hours 11.25 11.50 11.75 12.00 12.25 Discharge in cfs 5.05 6.24 31.68 52.91 32.50 Volume in ac -ft 0.70 0.82 1.21 2.08 2.96 Time in hours 12.50 12.75 13.00 13.25 13.50 Discharge in cfs 14.68 8.88 6.26 5.15 4.38 _ Volume in ac -ft 3.45 3.70 3.85 3.97 4.07-- .07_Time Timein hours 13.75 14.00 14.25 14.50 14.75 Discharge in cfs 3.78 3.40 3.09 2.89 2.69 - Volume in ac -ft 4.15 4.22 4.29 4.35 4.41 Time in hours 15.00 15.25 15.50 15.75 16.00 Discharge in cfs 2.56 2.38 2.25 2.06 1.93 Volume in ac -ft 4.47 4.52 4.56 4.61 4.65 Time in hours 16.25 16.50 16.75 17.00 17.25 _ Discharge in cfs 1.83 1.76 1.75 1.75 1.67 Volume in ac -ft 4.69 4.73 4.76 4.80 4.83 Time in hours 17.50 17.75 18.00 18.25 18.50 Discharge in cfs 1.61 1.51 1.45 1.35 1.29 Volume in ac -ft 4.87 4.90 4.93 4.96 4.99 ^ Time in hours 18.75 19.00 19.25 19.50 19.75 Discharge in cfs 1.28 1.28 1.28 1.28 1.19 Volume in ac -ft 5.01 5.04 5.07 5.09 5.12 Time in hours 20.00 20.25 20.50 20.75 21.00 Discharge in cfs 1.13 1.12 1.12 1.03 0.97 Volume in ac -ft 5.14 5.17 5.19 5.21 5.23 Time in hours 21.25 21.50 21.75 22.00 22.25 ^ Discharge in cfs 1.05 1.11 1.03 0.97 0.96 Volume in ac -ft 5.25 5.27 5.30 5.32 5.34 Time in hours 22.50 22.75 23.00 23.25 23.50 - Discharge in cfs 0.96 0.88 0.81 0.89 0.95 Volume in ac -ft 5.36 5.38 5.39 5.41 5.43 _ Time in hours 23.75 24.00 Discharge in cfs 0.87 0.81 Volume in ac -ft 5.45 5.47 Project : COLLIER CREEK COMMERCIAL PARK FLOOD ROUTING COMPUTATIONS Date : 06-18-1990 Initial water surface elevation in feet. 16.00 Initial inflow to the reservoir in cfs. 0.00 - Initial outflow from the reservoir in cfs. 0.00 Stage -storage relationship for the reservoir -------------------------------------------- Stage in feet Storage in ac -ft Stage in feet Storage in ac -ft 16.00 17.00 0.00 0.18 20.00 21.00 1.05 1.90 18.00 0.42 Time : 09:06:19 Stage -discharge relationship for the reservoir 19.00 0.70 Stage in feet 16.00 17.50 19.00 20.00 - Discharge in cfs 0.00 0.00 12.30 18.79 Stage in feet 21.00 _ Discharge in cfs 23.55 - Inflow ---------------------------------- hydrograph to the reservoir - Time in hours 0.00 0.25 0.50 0.75 Discharge in cfs 0.00 0.00 0.00 0.00 Time in hours 1.00 1.25 1.50 1.75 Discharge in cfs 0.00 0.00 0.00 0.00 - Time in hours 2.00 2.25 2.50 2.75 Discharge in cfs 0.00 0.00 0.00 0.00 - Time in hours 3.00 3.25 3.50 3.75 Discharge in cfs 0.00 0.00 0.01 0.04 Time in hours 4.00 4.25 4.50 4.75 - Discharge in cfs 0.08 0.13 0.18 0.21 Time in hours 5.00 5.25 5.50 5.75 Discharge in cfs 0.23 0.28 0.33 0.40 Time in hours 6.00 6.25 6.50 6.75 ^ Discharge in cfs 0.45 0.50 0.53 0.57 Time in hours 7.00 7.25 7.50 7.75 ^ Discharge in cfs 0.60 0.71 0.81 0.86 Time in hours 8.00 8.25 8.50 8.75 Discharge in cfs 0.90 1.03 1.14 1.25 Time in hours 9.00 9.25 9.50 9.75 Discharge in cfs 1.34 1.49 1.63 1.80 Time in hours 10.00 10.25 10.50 10.75 Discharge in cfs 1.95 2.32 2.61 3.24 ^ Time in hours 11.00 11.25 11.50 11.75 Discharge in cfs 3.72 5.05 6.24 31.68 Time in hours 12.00 12.25 12.50 12.75 Discharge in cfs 52.91 32.50 14.68 8.88 ^ Time in hours 13.00 13.25 13.50 13.75 Discharge in cfs 6.26 5.05 4.38 3.78 Time in hours 14.00 14.25 14.50 14.75 Discharge in cfs 3.40 3.09 2.89 2.69 Time in hours 15.00 15.25 15.50 15.75 Discharge in cfs 2.56 2.38 2.25 2.06 Time in hours 16.00 16.25 16.50 16.75 �- Discharge in cfs 1.93 1.83 1.76 1.75 Time in hours 17.00 17.25 17.50 17.75 ^ Discharge in cfs 1.75 1.67 1.61 1.51 Time in hours 18.00 18.25 18.50 18.75 Discharge in cfs 1.45 1.35 1.29 1.28 Time in hours 19.00 19.25 19.50 19.75 Discharge in cfs 1.28 1.28 1.28 1.19 Time in hours 20.00 20.25 20.50 20.75 Discharge in cfs 1.13 1.12 1.12 1.03 Time in hours 21.00 21.25 21.50 21.75 Discharge in cfs 0.97 1.05 1.11 1.03 ^ Time in hours 22.00 22.25 22.50 22.75 Discharge in cfs 0.97 0.96 0.96 0.88 ^ Time in hours 23.00 23.25 23.50 23.75 Discharge in cfs 0.81 0.89 0.95 0.87 Time in hours 24.00 24.25 - Discharge in cfs 0.81 0.37 Routing of hydrograph through the reservoir Time Inflow Stage Outflow Storage (hr.) (cfs) (ft) (cfs) (ac.ft) ^ ----------------------------------------------------------------- 0.00 0.00 16.00 0.00 0.0000 0.25 0.00 16.00 0.00 0.0000 ^ 0.50 0.00 16.00 0.00 0.0000 0.75 0.00 16.00 0.00 0.0000 1.00 0.00 16.00 0.00 0.0000 ^ 1.25 0.00 16.00 0.00 0.0000 1.50 0.00 16.00 0.00 0.0000 1.75 0.00 16.00 0.00 0.0000 2.00 0.00 16.00 0.00 0.0000 ^ 2.25 0.00 16.00 0.00 0.0000 2.50 0.00 16.00 0.00 0.0000 2.75 0.00 16.00 0.00 0.0000 ^ 3.00 0.00 16.00 0.00 0.0000 3.25 0.00 16.00 0.00 0.0000 3.50 0.01 16.00 0.00 0.0001 3.75 0.04 16.00 0.00 0.0006 4.00 0.08 16.01 0.00 0.0019 4.25 0.13 16.02 0.00 0.0041 4.50 0.18 16.04 0.00 0.0073 4.75 0.21 16.06 0.00 0.0113 5.00 0.23 16.09 0.00 0.0158 5.25 0.28 16.12 0.00 0.0211 5.50 0.33 16.15 0.00 0.0275 5.75 0.40 16.19 0.00 0.0350 6.00 0.45 16.24 0.00 0.0437 6.25 0.50 16.30 0.00 0.0536 ^ 6.50 0.53 16.36 0.00 0.0642 6.75 0.57 16.42 0.00 0.0756 7.00 0.60 16.49 0.00 0.0878 ^ 7.25 0.71 16.56 0.00 0.1014 7.50 0.81 16.65 0.00 0.1171 7.75 0.86 16.75 0.00 0.1344 8.00 0.90 16.85 0.00 0.1526 8.25 1.03 16.96 0.00 0.1726 8.50 1.14 17.06 0.00 0.1951 8.75 1.25 17.17 0.00 0.2198 ^ 9.00 1.34 17.28 0.00 0.2465 9.25 1.49 17.40 0.00 0.2758 9.50 1.63 17.52 0.20 0.3080 ^ 9.75 1.80 17.62 1.00 0.3373 10.00 1.95 17.68 1.45 0.3471 10.25 2.32 17.72 1.80 0.3564 10.50 2.61 17.76 2.15 0.3666 ^ 10.75 3.24 17.81 2.56 0.3791 11.00 3.72 17.87 3.04 0.3938 11.25 5.05 17.96 3.74 0.4167 ^ 11.50 6.24 18.07 4.67 0.4488 11.75 31.68 18.88 11.30 0.7346 12.00 52.91 20.20 19.74 1.3065 12.25 32.50 20.73 22.25 1.6938 12.50 14.68 20.76 22.40 1.6955 12.75 8.88 20.51 21.24 1.4747 13.00 6.26 20.20 19.74 1.2042 13.25 5.05 19.73 17.06 0.9287 13.50 4.38 19.12 13.09 0.7014 ^ 13.75 3.78 18.63 9.26 0.5563 14.00 3.40 18.31 6.62 0.4788 14.25 3.09 18.12 5.05 0.4362 14.50 2.89 18.00 4.09 0.4100 ^ 14.75 2.69 17.92 3.41 0.3930 15.00 2.56 17.87 3.00 0.3838 15.25 2.38 17.83 2.73 0.3770 ^ 15.50 2.25 17.81 2.51 0.3711 15.75 2.06 17.78 2.33 0.3660 16.00 1.93 17.76 2.15 0.3612 16.25 1.83 17.75 2.01 0.3573 ^ 16.50 __ 1.76 17.73 1.89 0.3543 16.75 1.75 17.72 1.82 0.3528 17.00 1.75 17.72 1.79 0.3521 17.25 1.67 17.71 1.75 0.3506 17.50 1.61 17.71 1.68 0.3487 17.75 1.51 17.70 1.62 0.3468 .. 18.00 1.45 17.69 1.55 0.3446 18.25 1.35 17.68 1.47 0.3424 18.50 1.29 17.67 1.39 0.3401 18.75 1.28 17.66 1.34 0.3386 ^ 19.00 1.28 17.66 1.31 0.3380 19.25 1.28 17.66 1.29 0.3376 19.50 1.28 17.66 1.28 0.3374 ^ 19.75 1.19 17.65 1.26 0.3367 20.00 1.13 17.65 1.21 0.3348 20.25 1.12 17.64 1.17 0.3337 ^ 20.50 1.12 17.64 1.14 0.3330 20.75 1.03 17.64 1.11 0.3319 21.00 0.97 17.63 1.05 0.3301 21.25 1.05 17.62 1.02 0.3300 ^ 21.50 1.11 17.63 1.05 0.3313 21.75 1.03 17.63 1.07 0.3314 22.00 0.97 17.63 1.04 0.3298 ^ 22.25 0.96 17.62 1.00 0.3287 22.50 0.96 17.62 0.98 0.3283 22.75 0.88 17.62 0.95 0.3273 _ 23.00 0.81 17.61 0.89 0.3254 23.25 0.89 17.61 0.86 0.3253 23.50 0.95 17.61 0.89 0.3267 23.75 0.87 17.61 0.91 0.3267 24.00 0.81 17.61 0.88 0.3251 24.25 ------------------------------------------------------------------ 0.37 17.59 0.73 0.3196 .. Note: Peak Discharge in cfs = 22.40 Time of Peak Discharge in hours = 12.50 Peak Elevation in feet = 20.76 .. Time of Peak Elevation in hours = 12.50 — l311��• �![If I�������6.1 1 • � 1� 3� ,� 'i fl 22 I a e I I // �BEBAS ~MUNI / 23 a _-. e!'Mn. �. 1. .i4 : •i!i I • 505 � 23 !4 . b • ' r<' I,IZ k Hnr.. .a.. ----- ' 21 - (\ �,.// " _ 34' .. SEBASTIAN --\s 45 Lk 4 . ` 34 1 23 ,$ r� i La. F i J 1. ,rn� �2 �44� /' ' �• V_ J` S 4- 45 1 I •-i►{. 4 t �" tt, } 9 45 • �r ' a �7 S 1 � w •� y... 1 ,7. i. / �rC r.• � ' •..�� � Il A � �'�11 ;�� Y. t a�cvi» j ` gyp �t Q •:� ys �✓ y{�q ,f Eti. :•., A r>a3<� r>,. cue yTe�. Ty (f _fir:' T. �Ya iry:` •Yh. �;� °`?! �kq. 44 ��" ` s ',•: •y,RYr: F i ;;, •z3 4'r.T; ,!a=. "'.� i - .- �' '. �.'� 4. ��i- :e' i i llba6. , ♦ �`r l ,.F1 till' { Qf ra ri 23 1 •2� T� r (. •. 3 a� t7 r: 47 F • 1•. a. ♦lift .•I tr /f 'E M Masteller & Moler Associates, Inc. M CONSULTING ENGINEERS LAND PLANNERS Post Office Box 781045 Sebastian, Florida 32978-1045 Ph. (407)-589-4800 Masteller & Moler Associates, Inc. CONSULTING ENGINEERS • LAND PLANNERS Post Office Box 781045 Sebastian, Florida 32978-1045 Ph. (407)-589-4800 FIN o c Tenn fes' 5 UNIVERSAL _ ENGINEERING SCIENCES Consultants In Geotechnical Engineering Enmonmenlal Sciences • Construction Materials Testing L — Order No: 90-1205-1 Report No: 2253 June 19, 1990 Jerry Strnad P.O. Box 802 Sebastian, FL 32958 Reference: Wet Season Water Table Evaluation I- Collier Creek Commercial Park State Road 512 Sebastian, Florida I- Dear Mr. Strnad: Offices In • Orlando • GamesWle • Fon Myers • Mer ill Island • Daytona Beach • West Palm Beach As requested on your behalf by Steve Moler, P.E., Universal [- Engineering Sciences has performed a subsurface investigation at the site of the proposed retention area at the project referenced above. The results of our field testing, along with the evaluation of the depth to the wet season water level, are contained in the attached I report. We appreciate this opportunity to provide you with geotechnical assistance on this project. Please contact us if you have any questions concerning this report, or if we may be of further assistance. Sincerely, n UNIVffSAL ENGIN/+ING SCIENCES II A I DeBn'E. Harris, r.i. Project Engin�gar Charlbs Samuelson, P.E. Regional Engineer DEH/CS 2 -Client 2-Masteller & Moler 381 Hibiscus Avenue • Merritt Island, Florida 32953 • (407) 452-1008 Order No: 90-1205-1 Report No: 2253 INTRODUCTION Universal Engineering Sciences has completed an investigation at the proposed Collier Creek Commercial Park. The purposes of this investigation were to determine the existing soil types, current groundwater level, permeability rates, and to estimate the wet season water level at the proposed retention area. Test borings were also performed in the roadway location to evaluate the subgrade soil conditions. SITE AND PROJECT DESCRIPTION f^ I_ The site of the proposed project is located on the southeast side of State Road 512, approximately 1.25 miles northeast of the intersection of State Road 512 and State Road 505 in Sebastian, I� Florida. The site is located on the south side of Collier Creek. At the time of our investigation, the site was mostly wooded, except for a portion along the creek near the eastern end of the site. This area was covered by brush and was surrounded by a berm of earth ranging in height from 3 to 8 ft. above the natural ground level. Page 2 Order No: 90-1205-1 Report No: 2253 INVESTIGATION AND RESULTS Field Investigation The field investigation consisted of two auger borings and a standard penetration test boring to depths ranging from 7.0 to 10.0 ft. below the ground surface. The roadway auger borings were I� conducted in general accordance with the procedures for soil investigation and sampling by auger borings as presented in ASTM (" D1452-80. The standard penetration test boring was completed according to the procedures described in ASTM D-1556. The location (., of the borings are shown on the attached plan. Adjacent to the standard penetration test boring, field vertical permeability tests were conducted. The permeability tests were conducted by extending a solid walled, open bottom steel casing to I� the desired depth, and then carefully cleaning the bottom, to expose the undisturbed soil, below. The casing was then filled with water (— to saturate the soil. After an acceptable period of time, the casing was again filled to the top with water and the rate of drop of the water was measured at three different intervals. This data is used to calculate the coefficient of permeability M. The appendix of i_ this report contains the method and equations utilized to calculate the K -values. Page 3 Order No: 90-1205-1 Report No: 2253 Subsurface Conditions In general, the three borings encountered sand from the ground surface to a depth ranging from 3.0 to _5.5 ft. below the ground surface. Beneath the surficial sand, a layer of sand with clay, and clay with sand was encountered to depths ranging from 7.0 to 10.0 ft. below the ground surface. In one of the borings, boring AB1, a layer of sand was encountered beneath the clayey soil from a depth of 7.0 to 7.5 ft. below the ground surface. The groundwater level was encountered at a depth of V-3" below the ground at the standard penetration test boring located in the proposed retention area. In the two roadway auger borings, the groundwater level was not encountered within 7.0 to 7.5 ft. below the ground surface. The results of the permeability tests conducted at the proposed retention area indicated permeability rates of 9.3 x 10-3 ft./min. at a depth of 4 ft. below the ground surface, and a rate of 1.0 x 10-2 ft./min. at a depth of 5 ft. below the ground surface. These R - values should be used for the upper layers of "cleaner" sand soil. The deeper, sand with clay soil will have much slower permeability rates. The boring locations and a detailed description of the conditions encountered at each boring location is presented in the boring log drawing attached to this report. Page 4 Order No: 90-1205-1 Report No: 2253 INDIAN RIVER COUNTY SOIL SURVEY I� In order to provide additional information on the on-site soil _ conditions, the Indian River County Soil Survey was consulted. The soil survey shows this site to contain Holopaw fine sand. The soil survey describes this soil as follows: I_ "This soil is nearly level and poorly drained. it (- is on broad, low flats and in poorly defined drainageways. The water table is within a depth of (� 10 inches of the surface for 2 to 6 months each t year. It is above the surface for short periods after heavy rainfall. Permeability is rapid in the surface and subsurface layers and is moderately rapid in the subsoil." WET SEASON WATER TABLE The wet season water level is loosely defined as the highest groundwater level sustained for 2 to 4 weeks during the wet season of the year, in a year which has normal rainfall amounts. In order to estimate the wet season water level, numerous factors are examined, including the existing measured water table, soil types, and fprecipitation data. Page 5 Order No: 90-1205-1 Report No: 2253 Historically, the wet season occurs from June through October. Based on reported year-to-date rainfall amounts, precipitation in 1990 has been approximately 50 to 60 percent less than normal amounts. _ In consideration of the close proximity of this site to Collier Creek, and the relatively "clean" sand within 5 ft. of the ground surface at the test location, we expect only slight seasonal variations in the groundwater level. We estimate that at the location of boring B1, the wet season water level will be at a depth (— of approximately 3.5 ft. below the existing ground surface level. The deeper sand with clay will act as a vertical drainage "barrier" (_ and will tend to perch the infiltrating rainwater. _ ROADWAY SUBGRADE The soils encountered at the two roadway auger locations should be well suited for use as subgrade materials for pavements. No unsuitable organic soils were encountered at the boring locations, however, due to the soil survey's description of the site, we recommend careful inspection during roadway construction. Also, the water table was not encountered in our roadway borings, therefore we do not anticipate any difficulties due to groundwater levels. u .-i 1"1 [a) 0 P I O O O j m A m E 1 o 2 E O T A N P ui V A d P O I 0 i i f I m I 0 b 1 O I O 1 � O q 1 0 b !7 N 1 O f O O P O .1 O 3 J 1 O � 1 0 m I f 1 0 I O f i o _ I U q Nb O N I NO q Y q N 1 O w ro E � [a) A W 20 W In 0 0 N O Z Z 50 In N a SOILS CLASSIFICATION CHART Sand or Gravel ( SP,SW,GP,GW ) Sand or Gravel with a trace of Silt (SP-SM.SW-SM.GP-GM,GW-GM) Silty Sand or Gravel ( SM, GM ) Clayey Sand or Gravel ( SC.GC ) 6 X 2 4( F u 3( Silt or Clay (ML.MH,CL,CH,OL,OH) a ,,,,,,,,,, ,,,,,M,I„ 0 10 2 30 40 50 60 70 BO 50 100 LIOIIID LIMIT loo ,,,,,olFAA,,, KEY TO BORING LOGS ®Fill Sand silly F_. . o,?'e°, Phosphate I Number of Blows of a 140 -lb. 22 Weight Falling 301n. Required to Drive a Standard Spoon One Foot Sand Clayey Sand `-o.,t Cemented Sand I IP Spoon Pushed by Hand ®Silt0Sandy Silt ®Limerock ThiWall Shelby Tube Undisturbed Sampler Used P ks ® Clay Osilt <V-1< Fragmented r 47 Rock m u Percent Core Recovery from Rock Core -Drilling Operations novo Shell voyy f�1SaiIDStrotage In I �---Sample Taken at this Level Mat'i 0 SiltyJZ:T� Free Ground I Sample Not Taken at this Level Matt Clay Wafer Level RELATIVE DENSITY Very Loose - Less Than 4 Blows/Ft. Loose - 4 to 10 Blows/Ft. Medium - 10 to 30 Blows/Ft. Dense - 30 to 50 Blows/Ff. Very Dense - More Than 50 Blows/Ff. UNIVERSAL ENGINEERING SCIENCES ORLANDO MERRITT ISLAND DAYTONA BEACH GAINESVILLE FT. MYERS WEST PALM BEACH 0 10 2 30 40 50 60 70 BO 50 100 LIOIIID LIMIT loo PLASTICITY CHART KEY TO BORING LOGS ®Fill Sand silly F_. . o,?'e°, Phosphate I Number of Blows of a 140 -lb. 22 Weight Falling 301n. Required to Drive a Standard Spoon One Foot Sand Clayey Sand `-o.,t Cemented Sand I IP Spoon Pushed by Hand ®Silt0Sandy Silt ®Limerock ThiWall Shelby Tube Undisturbed Sampler Used P ks ® Clay Osilt <V-1< Fragmented r 47 Rock m u Percent Core Recovery from Rock Core -Drilling Operations novo Shell voyy f�1SaiIDStrotage In I �---Sample Taken at this Level Mat'i 0 SiltyJZ:T� Free Ground I Sample Not Taken at this Level Matt Clay Wafer Level RELATIVE DENSITY Very Loose - Less Than 4 Blows/Ft. Loose - 4 to 10 Blows/Ft. Medium - 10 to 30 Blows/Ft. Dense - 30 to 50 Blows/Ff. Very Dense - More Than 50 Blows/Ff. UNIVERSAL ENGINEERING SCIENCES ORLANDO MERRITT ISLAND DAYTONA BEACH GAINESVILLE FT. MYERS WEST PALM BEACH j. SOIL SURVEY OF INDIAN RIVER COUNTY, FLORIDA Feat S f l000 o 1000 z000 Feet U.S. Geological Survey Map i 72DA N j QUADRANGLE LOCATION