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FLS2014-04008o: - }: le r�vater �_C_ _a U -. � 359 S Fr HqRRISON FLS2014-04008 A VE 1 Ft Harrison Warehouse Zonfng: Industrial Research and Atlas #: 305B Flexible Standa� u �... _ Attached Dwellings, Mixed-Uses orNon-rces►u�,�...___ IT IS INCUMBENT UPON THE APPLICANT TO SUBMIT COMPLETE AND CORRECT INFORMATION. ANY MISLEADING, DECEPTIVE, INCOMPLETE OR INCORRECT INFORMATION MAY INVAUDATE YOUR APPLICATION. ALL APPLICATIONS ARE TO BE FILLED OUT COMPLETELY AND CORRECTLY, AND SUBMITfED IN PERSON (NO FAX OR DELIVERIES) TO THE PLANNING & DEVELOPMENT DEPARTMENT BY NOON ON THE SCHEDULED DEADLINE DATE. A TOTAL OF 11 COMPLETE SETS OF PLANS AND APPLICATION MATERIALS (i ORIGINAL AND 10 COPIES) AS REQUIRED WITHIN ARE TO BE SUBMITTED FOR REVIEW BY THE DEVELOPMENT REVIEW COMMITrEE. PLANS AND APPLICATIONS ARE REQUIRED TO BE COLLATED, STAPLED AND FOLDED INTO SETS. THE APPLICANT, BY FILING THIS APPLICATION, AGREES TO COMPLY WITH ALL APPLICABLE REQUIREMENTS OF THE COMMUNITY DEVELOPMENT CODE. FIRE DEPT PRELIMARY SITE PLAN REVIEW FEE: $200 APPLICA'fION FEE: $475 PROPERTY OWNER (PER DEED): MAILING ADDRESS: PHONE NUMBER: EMAIL: Prometheus Manapement IV LLC 1340 Hamlet Avenue Clearwater FL 33756 f610) 667-5800 ext 106 BCar�enter �,theborder com AGENT OR REPRESENTATIVE: �raiq L Cornelison PE Cornelison Engineerinq & Desiqn, �11C. MAILING ADDRESS: 5745 Gall Boulevard, Zephvrhills Florida 33542 PHONE NUMBER: (813) 788-7835 EMAII: Craiq�cornelison-eng com ADDRESS OF SUBIECT PROPERIY: No address assigned (northern lot� 1359 S. Fort Harrison Avenue (southern lot) PARCE� rvunnseR(s): 21-29-15-06462-015-0090 and 21-29-15-06462-015-0100 �E�A� oESCR�PTiorv: Lot 9 Lots 10 and 11 Block 15 Belleair Subdivision, accordinp to the qlat thereof, as recorded in Plat Book 1, Paqe 105 of the Public Records of Pinellas County, Florida. PROPOSED USE(S): Warehouse/distribution DESCR9PTION OF REQUEST: Construction of a Warehouse facility located on a 13,496 sf of property within Sperifrcally identify rne request the IRT District. Request a level one Flexible Standard Development to (include all requested code flexibility; allow warehouse distribution per Seetion 2-1303, Table 2-1303. e.g., reduction in required number of parking spaces, height, setbacks, lot size, lot width, specifrc use, etc.J: Planning S Development Department,100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 1 of S Revised 01112 ° 1 rwater ��ea U Planning & Development Department Flexible Standard Development Application Data Sheet PLEASE ENSURE THAT THE FOLLOWING INFORMATION IS FILLED OUT, IN ITS ENTIRETY. FAILURE TO COMPLETE THIS fORM WILL RESULT IN YOUR APPLICATION BEING FOUND INCOMPLETE AND POSSIBLY DEFERRED UNTIL THE FOLLOWING APPLICATION CYCLE. ZONING DISTRICT: IRT (Industrial Research and Technoloqy) FUTURE IAND USE PLAN DESIGNATION: IL �IC1dUStC'IaI� Northern parcel is vacant industrial land; Southern parcel exisTiN� usE (�u��e�tiy eX�St�r,g o� s�ce): has an abandoned fast food restaurant Demolition of all existing improvements and construction PROPOSED USE (new use, if any; plus existing, �f to �ema��: of a two-storv wareho�se with associated site infrastructure SITE AREA: � 3.496 sq. ft. GRO55 FLOOR AREA (total square footage of all buildings): Existing: N/A sq. ft. Proposed: 4,97$ sq. ft. Maximum Allowable: $,7%2 sq. ft. 0.310± acres GRO55 FLOOR AREA (total square footage devoted to each use, if there will be multiple uses): First use: 3,,�44 Sq• ft� (first floor) Second use: 1,734 5q� ft� (second floor) Third use: nJ/q sq. ft. FLOOR AREA RATIO (total square footage of all buildings divided by the total square footage of entire site): Existing: 5.Q% Proposed: 62.0% Maximum Allowable: 65.�% BUILDING COVERAGE/FOOTPRINT (151 floor square footage of all buildings): Existing: 677 sq. ft. ( 5.0 % of site) Proposed: 3.244 sq• ft• ( 24.0 % of site) Maximum Permitted: $,772 sq. ft. ( 65.� % of site) GREEN SPACE WITHIN VEHICULAR USE AREA (green space within the parking lot and interior of site; not perimeter buffer): Existing: � sq. ft. ( � % of site) Proposed: � sq. ft. ( � % of site) VEHICULAR USE AREA (parking spaces, drive aisles, loading area): Existing: 3,431 sq. ft. ( 25.4 % of site) Proposed: 4,822 sq. ft. ( 35.7 % of site) Planning � Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562�865 Page 2 of 8 Revised 01H2 IMPERVIOUS SURFACE RATIO (total square footage of impervious areas divided by the total square footage of entire site): Existing: 5.080 SF (to be removed) Proposed: $,370 SF (0.192 acres) Maximum Permitted: 11,471 SF (0.263 acre) DENSITY (units, rooms or beds per acre): Existing: N/A Proposed: N/p► Maximum Permitted: N/A BUILDING HEIGHT: Existing: N/A Proposed: 30� (2 St4fl@S� Maximum Permitted: 5�� OFF-STREET PARKIN6: Existing: $ SpaC@S (t0 b@ f@1110Ved} Note: A parking demand study must be provided In conjunction with any request Proposed: 11 SpaC2S to reduce the amount of required off-street parking spaces. Please see the MinimumRequired: 1.5/1,000SFGFA adoptedParkingDemandStudyGuidelinesforfurtherrnformation. WHAT IS THE ESTIMATED TOTAL VALUE OF THE PROJECT UPON COMPLETION? $ ZONING DISTRICTS FOR ALL ADIACENT PROPERTY: Nortn: IRT (tndustrial, Research, and Technoloqy) so�tn: IRT�industrial Research and Technology) EaSt: IRT (Industrial, Research, and Technology) west: Commercial STATE OF FLORIDA, COUNTY OF PINELLAS I, the undersigned, acknowledge that a►I Sworn to and subscribed before me this � day of representations made in this application are true and ��r� _� �, to me and/or by accurate to the best of my knowledge and authorize ('� ',��p City representatives to visit and photograph the �r%��wr'� `�1�� `1 . who is personally known has property describelin�this app�tion. produced � as identification, Signatur erty owner or representative Notary public, ' My commission expires: �' �� —V � J ,,�P�;� A�@, SUE ELLA BROGDEN ;'z°`. .`�: Notary Public - State of Florida ;; : ;•? My Comm. Expires Jun 15, 2015 ;�* `�:� Commission # EE 103741 ;'F°� F�o;:° Bonded Throuyh National Notary Assn. Planning 8� Development Departrnent,100 S. Myrtte Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 3 of S Revised 01l12 o("` `i Planning & Development Department T, ��a�ater ' ndard Develo ment A lication � ._l� _, Flexible Sta p Pp �` Site Plan Submittal Package Check list IN ADDITION TO THE COMPLETED FLEXIBL£ STANDARD DEVELOPMENT (FLS) APPLICATION, ALL FlS APPLICATIONS SHALL INCLUDE A SITE PLAN SUBMIiTAL PACKAGE THAT INCLUDES THE FOLLOWING INFORMATION AND/OR PLANS: ■ Responses to the flexibility criteria for the specific use(s) being requested as set forth in the Zoning District(s) in which the subject property is located. The attached Flexible Standard Development Application Flexibility Criteria sheet shall be used to provide these responses. ■ Responses to the General Applicability criteria set forth in Section 3-914.A. The attached Flexible Standard Development Application General Applicability Criteria sheet shall be used to provide these responses. ■ A signed and sealed survey of the property prepared by a registered land surveyor including the location of the property, dimensions, acreage, location of all current structures/improvements, location of all public and private easements including official records book and page numbers and street right(s)-of-way within and adjacent to the site. N/A❑ If the application would result in the removal or relocation of mobile home owners residing in a mobile home park as provided in F.S. § 723.083, the application must provide that information required by Section 4-202.A.5. N/A❑ If this application is being submitted for the purpose of a boatlift, catwalk, davit, dock, marina, pier, seawall or other similar marine structure, then the application must provide detailed plans and specifications prepared by a Florida professional engineer, bearing the seal and signature of the engineer, except signed and sealed plans shall not be required for the repair or replacement of decking, stringers, railing, lower landings, tie piles, or the patching or reinforcing of existing piling on private and commercial docks. ■ A site plan prepared by a professional architect, engineer, certified planner or landscape architect drawn to a minimum scale of one inch equals 50 feet on a sheet size not to exceed 24 inches by 36 inches that includes the following information: � Index sheet of the same size shall be included with individual sheet numbers referenced thereon. ■ North arrow, scale, location map and date prepared. e Identification of the boundaries of phases, if development is proposed to be constructed in phases. ■ Location of the Coastal Construction Control Line (CCCL), whether the property is located within a Special Flood Hazard Area, and the Base Flood Elevation (BFE) of the property, as applicable. e Location, footprint, size and height of all existing and proposed buildings and structures on the site. ■ Location and dimensions of vehicular and pedestrian circulation systems, both on-site and off-site, with proposed points of access. ■ Location of all existing and proposed sidewalks, curbs, gutters, water lines, sanitary sewer lines, storm drains, manholes, inlets, lift stations, fire hydrants, underground conduits, seawalls and any proposed utility easements. S Location of onsite and offsite stormwater management facilities, including offsite elevations, as may be required by the Engineering Department to evaluate proposed stormwater management, as well as a narrative describing the proposed stormwater control plan including all calculations and data necessary to demonstrate compliance with the City of Clearwater Storm Drainage Design Criteria manual. ■ Location of solid waste collection facilities, required screening and provisions for accessibility for collection. N/A ❑ Location of off-street loading area, if required by Sedion 3-1406. N/A ❑ Location, type and lamp height of all outdoor lighting fixtures. ■ Location of all existing and proposed attached and freestanding signage. S All adjacent right(s)-of-way, with indication of centerline and width, paved width, existing median cuts and intersections, street light poles, bus shelters, signage and utility company facilities. Planning 8 Development Departrnent,100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562�865 Page 4 of 8 Revised 01/92 ■ Dimensions of existing and proposed lot lines, streets, drives, building lines, setbacks, structural overhangs and building separations. ■ Building or structure elevation drawings that depict the proposed building height, building materials, and concealment of all mechanical equipment located on the roof. N/A ❑ Typical floor plans, including floor plans for each floor of any parking garage. N/A ❑ Identification and description of watercourses, wetlands, tree masses, specimen trees, and other environmentally sensitive areas. N/A❑ If there is any requested deviation to the parking standards a parking demand study will need to be provided. Prior to the preparation of such study, the methodology shall be approved by the Planning and Engineering Departments. The findings of the study will be used in determining whether or not deviations to the parking standards are approved. ■ Tree inventory, prepared by a certified arborist, of all trees four inches DBH or more that reflects the size, canopy, and condition of such trees; as well as a tree survey showing the location, DBH and species of all existin trees with a DBH of four inches or more, and identifying those trees proposed to be removed, if any. Tree inventory will �e submitted under separate c�over N/A❑ A traffic impact study shall be required for any development which may egrade the acceptable level of service for any roadway as adopted in the Comprehensive Plan. Trip generation shall be based on the most recent edition of the Institute of Transportation Engineers Trip Generation Manual. N/A❑ An application for a certificate of concurrency/capacity or a nonconcurrency affidavit. No development approval shall be granted until a certificate of concurrency/capacity is issued or a nonconcurrency affidavit is executed. TO be proVlded upon request S A landscape plan shall be provided for any project where there is a new use or a change of use; or an existing use is improved or remodeled in a value of 25% or more of the valuation of the principal structure as reflected on the property appraiser's current records, or if an amendment is required to an existing approved site plan; or a parking lot requires additional landscaping pursuant to the provisions of Article 3, Division 14. The landscape plan shall include the following information, if not otherwise required in conjunction with the application for development approval: ■ Location, size, description, specifications and quantities of all existing and proposed landscape materials, including botanical and common names. ■ Existing trees on-site and immediately adjacent to the site, by species, size and location, including drip line. ■ Typical planting details for trees, palms, shrubs, and ground cover plants, including planting instructions, soil mixes, backfilling, mulching, staking and protective measures. ■ Interior landscape areas hatched and/or shaded and labeled and interior landscape coverage, expressed both in square feet, exclusive of perimeter landscaped strips, and as a percentage of the paved area coverage of the parking lot and vehicular use areas. ■ Location of existing and proposed structures and improvements, including but not limited to sidewalks, walls, fences, pools, patios, dumpster pads, pad mounted transformers, fire hydrants, overhead obstructions, sign locations, curbs, gutters, water lines, sanitary sewer lines, storm drains, manholes, inlets, lift stations, fire hydrants, underground conduits, seawalls, utility easements, treatment of all ground surfaces, and any other features that may influence the proposed landscape. ■ Location of parking areas and other vehicular use areas, including parking spaces, circulation aisles, interior landscape islands and curbing. ■ Drainage and retention areas, including swales, side slopes and bottom elevations, and drainage structures and other drainage improvements. ■ All adjacent right(s)-of-way, with indication of centerline and width, paved width, existing median cuts and intersections, street light poles, bus shelters, signage and utility company facilities. ■ Delineation and dimensions of all required perimeter landscaped buffers including sight triangles, if any. ■ An irrigation plan. Planning 8 Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 5 of 8 Revised 01/12 LL : ° learwater �. V.- Planning & Development Department Flexible Standard Development Application � General Applicability Criteria PROVIDE COMPLETE RESPONSES TO EACH OF THE SIX (6) GENERAL APPLICABILITY CRITERIA EXPWINING HOW, IN DETAIL, THE CRITERION IS BEING COMPLIED WITH PER THIS DEVELOPMENT PROPOSAL. 1. The proposed development of the land wiil be in harmony with the scale, bulk, coverage, density and character of adjacent properties in which it is located. The proposed development is located within an industrial zoning district. The size of the project is similar to the adjacent uses. The proposed buffers, FAR, ISR, etc. are consistent with the IRT guidelines. 2. The proposed development will not hinder or discourage the appropriate development and use of adjacent land and buildings or significantly impairthe value thereof. The proposed development is consistent with the uses allowed under the IRT zoning. The proposed building and site improvements are consistent with the requirements of the land development code. The proposed development will lesson impacts to the community, will be an asset, and will likely increase property values. 3. The proposed development will not adversely affect the health or safety or persons residing or working in the neighborhood ofthe proposed use. The proposed development will have no impact on the health or safety of any persons residing or working in the neighborhood. The property does not involve the manufacture of any hazardous substances. 4. The proposed development is designed to minimize traffic congestion. The proposed warehouse is estimated to generate 18 trips per day (ITE Code 150). The existing BBq restaurant generates 430 trips per day (ITE Code 933). The redevelopment will decrease traffic associated with the property and will thereby decrease traffic congestion. 5. The proposed development is consistent with the community character of the immediate vicinity of the parcel proposed for development. The project lies within an industrial zoning. The existing uses are generally commercial and light industrial. The proposed development is consistent with the adjacent properties both in scale and overall appearance. 6. The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts, on adjacent properties. The current use on the property is a BBQ restaurant. The redevelopment into a warehouse will generally decrease the impact to the adjacent properties by decreasing traffic, eliminating the outdoor smoker, increasing landscaping, and eliminating the outdoor seating. Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562�567; Fax: 727•562-4865 Page 6 of 8 Revised 01112 LL o ' Planning & Development Department y le rw r � . . �,C___ a ate Flex�ble Standard Develo ment A l�cation P PP � Flexibility Criteria PROVIDE COMPLETE RESPONSES TO THE APPLICABLE FLEXIBIUTY CRITERIA FOR THE SPECIFIC USE(S) BEING REQUESTED AS SET FORTH IN THE ZONING DISTRICT(S) IN WHICH THE SUBJECT PROPERTY IS LOCATED. EXPLAIN HOW, IN DETAIL, EACH CRITERION IS BEING COMPLIED WITH PER THIS DEVELOPMENT PROPOSAL (USE SEPARATE SHEETS AS NECESSARY). U. Wholesale/distribution/warehouse facility. i. The parcel proposed for developrnent is not contiguous to a parcel of land which is designated as residential in the Zoning Atlas Response: The project is not contiguous to a parcel of land which is designated as residential. 2. All activities associated with the use of the proposed parcel for development shall be conducted within completely enclosed buildings. Response: All activities associated with this development are proposed to be in doors. 3. All outdoor storage of goods, materials and products shall be in compliance with the provisions of Section 4. 5. 6. 8. 2-1303(F). Response: No outdoor storage of goods or materials is proposed. Planning & Development Departrnent, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727•562-4567; Fax: 727•562-4865 Page 7 of 8 Revised 01/12 LL ° C earwater U Planning & Development Department Flexible Standard Development Application Affidavit to Authorize Agent/Representative 1. Provide names of all property owners on deed — PRINT full names: Prometheus Management IV. LLC 2. That (I am/we are) the owner(s) and record title holder(s) of the following described property: LOt 9, LOtS 10, and 11, Block 15� Belleair Subdivision, according to the plat thereof, as recorded in Plat Book 1, Page 105 3. That this property constitutes the property for which a request for (describe request): Demolish existing structures and construct a new warehouse distribution facilitKwith associated infrastructure 4. That the undersigned (has/have) appointed and (does/do) appoint: Craig L. Cornelison, PE, Cornelison Eng as (his/their) agent(s) to execute any petitions or oth 5. That this affidavit has been executed to in property; , nc. necessary to affect such petition; City of Clearwater, Florida to consider and act on the above described 6. That site visits to the property are cessary by City representatives in order to process this application and the owner authorizes City re,pr.eserrl'�i9ves.t sit and photograph the property described in this application; 7. Tha�1�"i"e), the undersignecj�uthorit�, hereby certify that the foregoing is true and correct. Prometheus Man'�a IV, LLC Property Owner Property Owner Property Owner STATE OF FLORIDA, COUNTY OF PINELLAS BEFORE ME THE UNDERSIGNED, AN OFFICER DULY COMMISSIONED BY THE LAWS OF THE STATE OF FLORIDA, ON THIS '^�`�' DAY OF '`�" "` R� `� , PERSONALLY APPEARED /�/�'�io fa� /-(��C�J c� WHO HAVING BEEN FIRST DULY SWORN DEPOSED AND SAYS THAT HElSHE FULLY UNDERSTANDS THE CONTENTS OF THE AFFIDAVIT THAT HE/SHE SIGNED. EKATERqdA BIACKVVEIDER NOTARY PUBUC STATE OF FLORIDA otary Public Signature � . Camm# FF091503 p Notary Se mp �Pires Z/10/2016 My Commission Expires: _�/�0/��a Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 8 of 8 Revised 01/12 City of Clearwater Stormwater Management Calculations For: Southeast QSR, LLC Fort Harrison Warehouse 1359 South Fort Harrison Avenue Clearwater, Florida February 21, 2014 Revised March 31, 2014 Prepared by: w- GOr�u�+o�1 ' + �1`1l�t t��2� t�ll� �� - � , � L��C��1� t1�G. 5745 Gall Boulevard Zephyrhills, Florida 33542 Ph: (813) 788-7835 Fax: (813) 788-7062 www.cornelison-eng.com Certificate of Authorization No. 28928 � `,��►tttars�s `��,>`�L�E Cp�,� �d�, 1 �,.......�� ro 0 � �1�' :'` CENS • �r � � ' t�' ; N :: ,: • N 33 : � : . � • �. - . ;. O . � TE OF ;' � : . � .. � ! . � •....• ' � 'i�NO �3 �`�` Al��E�i�u� � �Goa.�u�v� �— ��i�aa�16. �- ��6.�J� t�JG. March 31, 2014 Below are responses to comments received from Tasheena Spearman as per the plans and calculations originally reviewed as part of the building permit. As this submittal is a new "Flexible Standard Development Application", we did not include a formal response letter to the comments. However, in an effort to clarify any questions, we've included the following comment responses to Ms. Spearman's comments. The full drainage report follows the 2 pages of comment responses. Please feel free to call us with any questions. Comment 1. Increase on-site storm pipe to ensure minimum future maintenance issues. Response: Due to site constraints with the trench drain and retention pond, 10" storm pipes are proposed. A note has been added to Sheet C05 (PGD) stating "All onsite storm pipes shall be maintained periodically to remain clear of debris to ensure proper flow capacity." Note, as the longest 10" pipe is 66', it is anticipated the pipe can be cleaned from both sides, coming from the trench drain or the outfall into the pond. Comment 2. All volume (both attenuation and quality) in pond shall draw down within 24 hours or less. Response: The drainage calculations show the pond to draw down the treatment volume in 4.5 hours. The pond was also modeled to draw down the attenuation volume in 15.5 hours. See the ICPR results at the end of this report. Comment 3. Provide drainage calculations for'/2" water quality. Response: See Section 2 and Section 5 of the drainage report, showing the'/Z" treatment volume over the 0.31 acre basin to be 563 cubic feet. This volume is held beneath the proposed overflow elevation of 42.55. See the stage / storage table in Section 4.0 of this report. Comment 4. Provide stage storage table showing that the water quality and water quantity are met. Response: See Section 4.0 of this report. POND Comment 1. Show 6" vertical clearance between the pond bottom and the seasonal high water table. Response: See the attached soil boring report provided by E Co Consultants, Inc. As per the report, E Co Consultants estimated the seasonal high water table to be at approximate elevation 41.3 within the location of the existing / proposed pond. Our proposed pond bottom is set at elevation 41.8, thus providing 6" clearance between the pond bottom and the seasonal high water table. Comment 2. 6" freeboard from top of control structure to top of bank. Fort Harrison Warehouse Page 1 Response: The control structure has been revised. The top of the structure is now proposed at elevation 42.55, providing 6" freeboard from the top elevation of 43.05. Comment 3. Provide revised drainage calculations. Response: See the following pages for revised drainage calculations Comment 4. Finished work at the existing driveway and any areas within the City's r-o-w shall not result in ponding issues. Temporary flooding of the restored area within the r-o- w may be needed for thorough inspection. Response: Noted. Comment 5. Provide a roof collection system for buildings and connect downspouts to pond for treatment and attenuation. Response: The building plans show downspouts discharging directly to the pond. A concrete splash is shown at the downspout location. Note 20 has been added to Sheet C05 calling for roof drains to discharge directly to the pond and the requirement of concrete splash pads. Comment 6. Proposed pipe(s) in the City's right-of-way shall be 15" min. RCP or ductile iron pipe. Response: The control structure has been moved and a 15" RCP outfall pipe is now proposed to traverse D Street and connect into the existing 15" DIP Stormwater pipe on the south side of D Street. A new manhole is proposed per City Details for the connection to the existing DIP pipe. The City Manhole and Open Cut Details have been added to Sheet C07. Comment 7. Additional conditions may be forth coming based on the responses to the above conditions or to new information not on hand at time of review. Response: Noted. Fort Harrison Warehouse Page 2 SECTION 1.0 Introduction The "Fort Harrison Warehouse" project is a proposed 3,244 SF (excludes 2"d floor that is within 1� floor footprint area) Warehouse located on 0.31 acres in the City of Clearwater, Florida. The site is located at the northeast corner of South Fort Harrison Avenue and D Street in Section 21, Township 29 South, Range 15 East. The site previously had a 676 sq.ft. restaurant on-site that has recently been demolished. Including the building, the site currently has approximately 0.12 acres of impervious area (38.7% of the site). With this project, all of the existing pavement will be removed. With the proposed building and parking lot, the total impervious area will be approximately 0.19 acres. The existing retention pond will be reshaped and expanded to better serve the site. The proposed design complies with the City of South Clearwater and the Southwest Florida Water Management District (SWFWMD) criteria. SECTION 2.0 Treatment Volume Calculations As per the City of Clearwater Criteria, the pond is required to provide treatment equal to that of '/2" over the entire basin. Given the 0.31 acre basin, the required treatment volume is 563 cubic feet. See Section 5.0 for the summary of the drawdown analysis, as well as Appendix 1 for the ICPR report. Per the stage / storage table the treatment volume is held within the pond at approximate elevation 42.23. SECTION 3.0 Attenuation / Hydrograph Calculations As per SWFWMD, no attenuation is required for a minor systems permit such as this project. However, as per the City of Clearwater, a pre versus post hydrograph shall be used to determine the difference in volume which shall be held beneath the weir crest discharge elevation with the pond. As per the City's requirements, the volume of detention may be established by multiplying the time of concentration times DELTA (Q) providing the outlet control structure (weir, pipe, etc.) is designed to restrict other than pre-development Q. DELTA (Q) is defined as the difference befinreen post and pre-development Q(flows), with the pre- development Q being based on flows from the historical site prior to any development. Pre-development Q Calculations C= 0.2 (assuming historical pervious / grass conditions) A = 0.31 acres I= 7.25 inches / hour (assumes time of concentration = 15 minutes) (as per min. in City Code) Pre-development Q= CAI = 0.45 cfs Pre-development Volume ='h x D x Qp, where D= storm duration = 2 x Tc '/z x(30 min.) x(0.45 cfs) x(60 sec / min.) = 405 cubic feet Post development Q Calculations Impervious Area (C=0.95) = 0.19 acres Pond Area (C=1) = 0.03 acres Fort Harrison Warehouse Page 3 Pervious Area (C=0.20)= 0.09 acres Composite C = 0.74 Post development Q= CAI = 1.66 cfs Post development Volume ='/2 x D x Qp, where D= storm duration = 2 x Tc '/2 x(30 min.) x(1.66 cfs) x(60 sec / min.) = 1494 cubic feet Post development runoff volume — Pre-development runoff volume = 1494 — 405 = 1,089 cu.ft. Required Attenuation Volume = 1,089 cubic feet. Thus, the pond has been designed to retain 1,089 cubic feet beneath the weir crest prior to discharging. Below is a stage storage table for the pond. The top elevation is 43.05 and the bottom elevation is 41.80. As established with the attached soils report provided by E Co Consultants Inc, the seasonal high elevation is estimated at 41.30, providing for the 6" of clearance required between the bottom of pond and the seasonal high water table. The weir crest elevation is set at 42.55 to retain the required volume of 1,089 cubic feet at per calculations above. Attenuation Volume Recovery Analaysis The pond was simulated to drawdown the attenuation volume of 1,089 cubic feet in 15.5 hours. See Section 5 below. SECTION 4.0 Stage / Storage Table 1,089 cubic feet of storage available at weir elevation 42.55. SECTION 5.0 Pond Recovery / Drawdown Summary ICPR Perc Pack has been used to model the recovery / drawdown of the treatment volume within the pond. Soil borings were completed by an environmental / soil scientist, and the seasonal high water table (SHWT) was estimated to be at an elevation of 41.3. A field percolation test was also conducted in the vicinity of the pond which yielded 12.54 feet per day. Fort Harrison Warehouse Page 4 To simulate the treatment volume recovery in the pond, the initial stage in ICPR was set to elevation 42.23. Per the ICPR simulation, the pond recovers / draws down to the bottom (elevation 41.80) in approximately 4.5 hours. See Appendix 1 for the ICPR recovery calculations for the treatment volume (563 cubic feet). To simulate the recovery of the attenuation volume in the pond, the pond was modeled with an initial stage set at the weir elevation (42.55), which retains the required attenuation volume of 1,089 cubic feet. Using the above parameters, the ICPR Perc Pack model shows the pond to recover in 15.5 hours. See Appendix 2 for the ICPR Print recovery calculations for the attenuation volume. Also attached is the Soil report provided by E CO Consultants, Inc. SECTION 6.0 Overflow Structure Summary A square concrete overflow structure is proposed to discharge via 15" RCP to a proposed manhole on the south side of D Street, which is proposed in line with an existing 15" DIP Storm Line. The discharge structure has a proposed top elevation of 42.55 to serve as the overflow. 6" of freeboard has been provided from the top of the structure (elevation 42.55) to the top of the pond at elevation 43.05. See the plans for the discharge location and details. SECTION 7.0 System Construction and Maintenance Construction of the proposed project will be finished in one phase. Erosion control methods will be utilized to prevent siltation to the existing/proposed storm sewer system and water management area. The applicant will be responsible for the maintenance of the water management system. See the following pages for the ICPR prints of the recovery analysis of the retention pond. Fort Harrison Warehouse Page 5 AdICPR TREATMENT VOLUME ANALYSIS (Pond Recovery) '/z" Ove r Bas i n Treatment Volume Recovery Input Data ---------------------- ___= Nodes ______________________________________— Name: Groundwater Base Flow(c£s): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) ---------- ---------- 0.00 0.000 999.00 0.000 Name: Post Pond Base Flow(cfs): 0.000 Group: BASE Type: Stage/Area Stage(£t) Area(ac) 41.800 0.02'70 42.000 0.0300 42.550 0.0390 43.050 0.0970 Init Stage(ft): 42.230 Warn Stage(ft): 43.050 ___= Percolation Links ______________________________-------------------------_____ Name: Perc From Node: Post Pond Flow: Both Group: BASE To Node: Groundwater Count: 1 Surface Area Option: Vary based on Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 35.000 Perimeter 1(ft): 296.000 Water Table Elev(ft): 41.300 Perimeter 2(ft): 963.000 ************�****************0.000 Perimeter 3(ft): 1000.000 Horiz Conductivity(ft/day): 12.500 Distance 1 to 2(ft): 25.000 Vert Conductivity(ft/day): 12.500 Distance 2 to 3(ft): 250.000 Effective Porosity(dec): 0.250 Num Cells 1 to 2: 5 Suction Head(in): 9.170 Num Cells 2 to 3: 25 Layer Thickness(ft): 0.500 ---------------------------- ___= Routing Simulations ________________---------------------------------------- Name: Recovery Hydrology Sim: Filename: P:\1105018 - Ft Harrison Warehouse - Clearwater\Design\Stormwater\Recovery.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 29.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) ------------ ------------ 999.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) OO 2002 Streamline Technologies, Inc. Page 1 of 1 Treatment Volume Recovery Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out _ .�.-- _...�..�____ hrs ft ft £t2 c£s c£s af af Recovery Post Pond BASE 0.00 92.23 � 43.05 1471 0.00 0.00 0.000 0.000 �Aecov'�iy . � 43.05 1380 0.00 0.10 0.000 0.001 Recovery Post Pond BASE 0.50 92.05 43.05 1341 0.00 0.07 0.000 0.003 Recovery Post Pond BASE 0.75 92.01 43.05 1312 0.00 0.05 0.000 0.009 Recovery Post Pond BASE 1.00 91.98 43.05 1292 0.00 0.09 0.000 0.005 Recovery Post Pond BASE 1.25 91.95 43.05 1276 0.00 0.03 0.000 0.006 Recovery Post Pond BASE 1.50 91.93 43.05 1263 0.00 0.03 0.000 0.006 Recovery Post Pond BASE 1.75 91.92 43.05 1251 0.00 0.02 0.000 0.007 Recovery Post Pond BASE 2.00 91.90 43.05 1242 0.00 0.02 0.000 0.007 Recovery Post Pond BASE 2.25 91.89 43.05 1233 0.00 0.02 0.000 0.007 Recovery Post Pond BASE 2.50 41.87 43.05 1225 0.00 0.02 0.000 0.008 Recovery Post Pond BASE 2.75 91.86 43.05 1218 0.00 0.01 0.000 0.008 Recovery Post Pond BASE 3.00 41.85 93.05 1211 0.00 0.01 0.000 0.008 Recovery Post Pond BASE 3.25 41.84 93.05 1205 0.00 0.01 0.000 0.009 Recovery Post Pond BASE 3.50 41.84 93.05 1199 0.00 0.01 0.000 0.009 Recovery Post Pond BASE 3.75 41.83 93.05 1194 0.00 0.01 0.000 0.009 Recovery Post Pond BASE 4.00 41.82 93.05 1189 0.00 0.01 0.000 0.009 Recovg�y�._____._ _Post_POn�I.__,.,_.___._._ . 81 93.05 1189 0.00 0.01 0.000 0.010 �xecovery �ost Pond BASE 9.50 91.80 ` 93.05 1179 0.00 0.01 0.000 0.010 ecovl7� ery `� os on . 93.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 5.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 5.25 41.80 93.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 5.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 5.75 41.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 6.00 41.80 43.05 1176 0.00 � 0.00 0.000 0.010 Recovery Post Pond BASE 6.25 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 6.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 6.75 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 7.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 7.25 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 7.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 7.75 91.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 8.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 8.25 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 8.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 8.75 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 9.00 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 9.25 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 9.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 9.75 91.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 10.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 10.25 91.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 10.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 10.75 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 11.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 11.25 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 11.50 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 11.75 91.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 12.00 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 12.25 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 12.50 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 12.75 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 13.00 91.80 43.05 1176 0.00 0.00 0.000 0.010 Aecovery Post Pond BASE 13.25 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 13.50 91.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 13.75 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 14.00 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 14.25 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 14.50 41.80 43.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 14.�5 41.80 93.05 1176 0.00 0.00 0.000 0.010 Recovery Post Pond BASE 15.00 41.80 93.05 1176 0.00 0.00 0.000 0.010 Interconnected Channel and Pond Routing Model (ICPR) �02002 Streamline Technologies, Inc. Page 1 of 2 Treatment Volume Recovery Node Time Series Simulation Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Aecovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Aecovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Recovery Node Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Post Pond Group BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE BASE Time hrs 15.25 15.50 15.75 16.00 16.25 16.50 16.75 17.00 17.25 17.50 17.75 18.00 18.25 18.50 18.75 19.00 19.25 19.50 19.75 20.00 20.25 20.50 20.75 21.00 21.25 21.50 21.75 22.00 22.25 22.50 22.75 23.00 23.25 23.50 23.75 29.00 24.01 Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out ft ft ft2 cfs cfs af af 91 41 41 41 91 91 41 41 41 91 91 41 41 41 91 91 91 41 41 91 91 41 41 41 41 91 41 41 41 41 41 91 41 41 41 41 91 80 80 80 80 80 80 80 80 SO 80 80 80 80 SO SO 80 80 80 80 80 80 80 80 SO SO 80 80 80 80 SO 80 80 80 80 SO 80 80 43.05 43.05 93.05 43.05 93.05 43.05 43.05 43.05 43.05 93.05 93.05 43.05 43.05 93.05 93.05 93.05 43.05 43.05 43.05 93.05 93.05 43.05 43.05 43.05 93.05 93.05 43.05 43.05 43.05 43.05 43.05 93.05 43.05 43.05 43.05 93.05 93.05 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 ll 76 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 1176 ll 76 1176 1176 1176 1176 Interconnected Channel and Pond Routing Model (ICPR) �02002 Streamline Technologies, Inc. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 Page 2 of 2 AdICPR ATTENUATION VOLUME ANALYSIS (Pond Recovery) 1,089 Cu.Ft. Pre Vs. Post Volume Difference Attenuation Volume Recovery Input Data -----------_________________________________________________________________ ___= Nodes =____--- Name: Groundwater Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) -------- ------------ 0.00 0.000 999.00 0.000 ----------------- Name: Post Pond Group: BASE Type: Stage/Area Stage(ft) ---------- -- 91.800 42.000 42.550 43.050 Area(ac) 0.0270 0.0300 0.0390 0.0970 ---------------------------------------------- Base Flow(cfs): 0.000 Init Stage(ft): 92.550 Warn Stage(ft): 93.050 ---------------------------------------______________________________________ Percolation Links _____________________________________________________________ Name: Perc From Node: Post Pond Flow: Both 6roup: BASE To Node: Groundwater Count: 1 Surface Area Option: Vary based on Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(£t): 35.000 Perimeter 1(ft): 296.000 Water Table Elev(ft): 41.300 Perimeter 2(ft): 963.000 *****************************0.000 Perimeter 3(ft): 1000.000 Horiz Conductivity(ft/day): 12.500 Distance 1 to 2(ft): 25.000 Vert Conductivity(ft/day): 12.500 Distance 2 to 3(ft): 250.000 Effective Porosity(dec): 0.250 Num Cells 1 to 2: 5 Suction Head(in): 9.170 Num Cells 2 to 3: 25 Layer Thickness(ft): 0.500 -------------------------------_________________________________________________ Routing Simulations _______________________________________________________------- Name: Recovery Hydrology Sim: Filename: P:\ll05018 - Ft Harrison Warehouse - Clearwater\Design\Stormwater\Recovery.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 24.00 Min Calc Time(sec): 0.5000 �Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min� ------------ ---------- 999.000 15.000 Group Run ------------ ---- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) �02002 Streamline Technologies, Inc. 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Page 2 of 2 i� ECo CONSULTANTS INCORPORATED December 18, 2013 Cornelison Engineering & Design, Inc. 5745 Gall Boulevard Zephyrhills, FL 33542 Via Email: craig@cornelison-eng.com, walt@cornelisort-eng.com RE: 1359 S Ft. Harrison Avenue, Clearwater, FL (EL13064) Dear Craig, As requested, a soil scientist with E Co Consultants, Inc. (ECo) recently visited the above-described property for the purpose of estimating the seasonal high groundwater table (SHWT) depth and performing a percolation test. The determination of SHWT was accomplished by boring into the ground using a soil auger and identifying indicators of SHWT in the soil profile. The SHWT is the shallowest depth to free water that stands in an unlined bore hole, or where the soil moisture tension is zero, for a significant period (more than a few weeks). The procedure for feld identification of SHWT is based on the assumption that when soils are wet enough, for a long enough duration, to develop a SHWT they should exhibit certain visible properties that are easily observed in the field (e.g. mottling, gleying, stripping, and accumulation of organic matter in root channels). Site Characterization The site lies in an urban setting and has been developed for more than a decade. Recently, the existing restaurant on site was demolished and the concrete pad removed. The site still contains a small impervious parking lot to the north. Once we began boring/digging on site, it was clear that the soils had been significantly disturbed to a depth af 12-18" across the site. We encountered much concrete rubble, debris, and small pockets of finer soils not native to the site. As a result, it's clear that natural soil processes on site have been altered historically. Please note that published water table depths are characteristic of soils in their natural state, prior to any disturbance (ditching, clearing of native vegetation, effects of urbanization). For this reason, site specific determinations should always be utilized to assure accurate predictions of the SHWT. All soils within the project site were mapped as Urban land. The site lies near the interface of Urban land and Urban land-Myakka Complex map units according to the Soil Conservation Service's (SCS) Soil Survey of Pinellas County, Florida. Although highly disturbed, these soils likely retain some characteristics of the Myakka series, such as being poorly drained and a SHWT within two feet of the surface. 1523 8`h Avenue West, Suite B, Palmetto FL 34221 -- Telephone 941.722.0901 Fax 941.722.4931 Post Office Box 53106, Sarasota FL 34232 -- Telephone 941.388.0505 Faz 941.722.4931 213 East Park Avenue, Lake Wales FL 33853 -- Telephone 863.676.8996 www.ecoconsultants.net 1359 S Ft. Harrison Avenue, Clearwater, FL (EL13064) Page 2 of 3 Based on the site survey supplied by Cornelison Engineering and Design, ECo was asked to determine the depth to SHWT in an existing stormwater pond. The elevation at that location was 41.01'. Observed soil textures throughout the pond bottom surface were mucky and hydrophytic (wetland) vegetation was dominant. Lower in the profile, soils were very disturbed and heavily mixed with non-native material (rubble, fill). We found the pond to be saturated at the surface and free water was observed at a depth of 10-12". With recent weather being seasonally dry, the pond appears to remain wet for much of the year. The SHWT at this location was determined to be higher than the pond bottom surface (41.01'). We dug up slope adjacent to the first bore hole in search of indicators of SHWT. The soils were still disturbed, but a stripped matrix (SHWT indicator) was observed in the profile just a few inches higher than the original bore hole. We estimate the depth to SHWT at 41.3'. To corroborate the indicator observed in the pond side-slope, we performed a second boring (SB- 2) near a surveyed elevation of 42.75', northwest of SB-1. SHWT indicators were observed there which match those at SB-1. Soil Boring #1 (SB-1, existing pond bottom) The soil profile for SB-1 is described below. 0— 1.33' very dark gray mucky fine sand mixed with fill material and rubble The SHWT in this location was determined to be approximately 0.33' above the soil surface, due to the presence of a stripped matrix in the pond side slope at that depth. The bore hole was excavated to a maximum depth of 1.33' and terminated due to free water collapsing the hole. Soil Boring #2 (SB-2, approximately 25' northwest of SB-1) The soil profile for SB-2 is described below. 0— 0.6' disturbed surface of very dark grayish brown fine sand mixed with fill material and rubble 0.6' — 1.4' very dark brown fine sand which appears to correspond to the historically natural ground surface 1.4' — 1.83' dark brown loamy fine sand containing a stripped matrix 1.83' — 2.5'+ dark brown loamy fine sand (spodic horizon) The SHWT in this location was determined to be approximately 1.4' below the soil surface (41.3' elevation), due to the presence of a stripped matrix at that depth. The bore hole was excavated to a maximum depth of 2.5' and terminated due to free water collapsing the hole. No confining layer was encountered. E CO CONSULTANTS� /NC. 1359 S Ft. Harrison Avenue, Clearwater, FL (EL13064) Page 3 of 3 SHWT Conclusions Signs of SHWT were not readily apparent in the pond bottom, although SHWT indicators were observed very near the initial bore hole. SB-2 was performed as an assurance of the reliability of the observed indicators at SB-1. The SHWT elevations at each location were the same (41.3'). The indicator of SHWT at each boring location was a stripped matrix. A stripped matrix results from the translocation of organic matter and/or iron-aluminum oxides in the soil profile by infiltration and fluctuating water tables. Visually, this causes a splotchy pattern of coated and uncoated soil areas. These can be seen as two or more adjacent zones of color in the soil profile. The SHWT depth is measured at the top of the stripped matrix. Field Percolation Test One field percolation test was conducted near SB-2 on the recently cleared level surface. The test was conducted in accordance with ASTM D 3385-03: Standard Test Method for Infiltration Rate of Soils in Field Using Double-Ring Infiltrometer. The vertical flow near SB-2 was determined to be 12.54 feet / day. Thank you for the opportunity to assist with this project. If you have any questions or require additional information, please do not hesitate to contact me. Sincerely, � � � / i � J. Reid Hardman Environmental/Soil Scientist E Co Consultants, Inc. C:\Users�reid\Desktop�Documents\ECo Projects�2013\EL13064 - CED Ft. Hazrison SHWT-Perc\SHWT repoR.odt E CO CONSULTi4NT5� /NC.