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FLD2012-11025
} COMMUNITY DEVELOPMENT BOARD PLANNING AND DEVELOPMENT DEPARTMENT %i STAFF REPORT MEETING DATE: May 21, 2013 AGENDA ITEM: D.5. CASE: FLD2012 -11025 REQUEST: Flexible Development application to permit an additional 3,000 square feet of Medical Clinic use in the Office (0) and Industrial Research and Technology (IRT) Districts for an existing Medical Clinic with a lot area of 87,103 square feet, lot widths of 249.68 feet (S. Myrtle Avenue), 300.56 feet (Druid Road), and 322.76 feet (Jasmine Way), front (north) setbacks of 191.78 feet (to proposed parking) and 115.6 feet (to proposed building), front (south) setbacks of 17 feet (to proposed parking) and 87.27 feet (to proposed building), front (east) setbacks of 191 feet (to proposed parking) and 197.5 feet (to proposed building) and side (west) setbacks of 54 feet (to proposed parking) and 78.67 feet (to proposed building), a building height of 17.25 feet (to midpoint of pitched roof of proposed building) and 70 off-street parking spaces as a Comprehensive Infill Redevelopment Project pursuant to Community Development Code ({CDC) Sections 2- 1003.13 and 2- 1304.13; and a reduction to the width of the required north perimeter landscape buffer from 15 feet to 10.58 feet, a reduction to the width of the required east landscape buffer from 15 feet to 10.72 feet, a reduction to amount of required perimeter landscaping in the west perimeter buffer as well as the landscaping in a portion of the north and south perimeter buffers, and the elimination of required foundation planting accent trees for the proposed building as a Comprehensive Landscape Program under provisions of Community Development Code Section 3- 1202.G GENERAL DATA: Agent ........................... Roland P. Dove, Spring Engineering, Inc. Applicant J Owner ............. Community Health Center of Pinellas, hie. Location .......................... 707 E Druid Road; southwest corner of Nursery (toad and Myrtle Avenue Property Size......... — . ....... 1.966 Acres Future Land Use Plan...... Residential/ Office General (RIOG) and Industrial Limited (IL) Zo ning .......................... Office (0) and Industrial/ Research and Technology (IRT) Districts Special Area Plan .............. None Adjacent Zoning.... North: Office (0) and Commercial (C) Districts South: Office (0), Commercial (C) and Industrial/ Research and Technology (IRT) Districts East: Office (0) and Institutional (I) Districts West. Office (0) and Industrial/ Research and Technology (IRT) Districts Existing Land Use.. - - - . ....... Medical Clinic Proposed Land Use......... Medical Clinic it le .r ' tex PLANNING & OEVEL©P)vMMT � 666 Level II Flexible Development Application Review DEVELOPMENT REVIEW DIVISION �3 ANALYSIS: Site Location and Existing Conditions: The 1.956 acres is located at the southwest corner of Druid Road and Myrtle Avenue. The property is within the Office (0) and Industrial, Research and Technology (IRT) Districts as well as Residential /Office General (R/OG) and Industrial Limited (IL) Future Land Use Plan (FLUP) classifications. The subject property is currently developed with an 11,010 square foot medical clinic. Access to the site is provided via three two -way driveways; one each on Druid Road, Myrtle Avenue and Jasmine Way. There are 54 existing off - street parking spaces including five handicapped spaces along the east and west sides of the existing building. Surrounding properties contain a wide variety of uses including place of worship, offices, medical clinic and social/ public service agency. The surrounding properties are located within the Office, Commercial, Institutional and Industrial/ Research and Technology Districts. D \'E 4 CME l5 + vxre sa PROJECT SATE _ �Y CquO pd Awn � iKOV Am ,� IE au m r �It1� Q El .. =;1 lisF9FO6 Ei � r n-7���r —A--i LOCATION MAP Site History. In 2011, the site was the subject of a Level One w IRT Flexible Standards Development application : C _ LA8 (FLS2011- 11030) which requested approval for _.. .......... A. � the expansion (1,870 square feet) of an existing ZONING MAP medical clinic use (Clearwater Health Clinic) in the O District with a front (north) setback of 10.58 feet (to existing pavement), a front (south) setback of 18.11 feet (to existing pavement) and a front (east) setback of 10.72 feet (to existing pavement) under the provisions of Community Development Code (CDC) Section 2- 1003.D. and a reduction to the width of the required north perimeter landscape buffer from 15 feet to 10.58 feet, a reduction to the width of the required east landscape buffer from 15 feet to 10.72 feet, and a reduction to amount of required perimeter landscaping in the west perimeter buffer as well as the landscaping in a portion of the north and south perimeter buffers as a Comprehensive Landscape Program under provisions of CDC Section 3- 1202.G. The application was approved by the Development Review Committee (DRC) and pursuant to Section 4 -407, an application for a building permit was required to have been made within one year of Flexible Development approval (by February 03, 2013). In addition all required Certificates of Occupancy were to have been obtained within two years of the date of issuance of the initial building permit. Building permits and certificates of occupancy were obtained within the required time frame. Community Development Board — May 21, 2013 FLD2012 -11025 —Page 1 of 9 earwapry }p#+ PLANNING & DEVELOPMENT te Level II Flexible Development Application Review DEVELarnIEyT REVIEW DIVISION Development Proposal: The proposal is to permit the construction of a 3,000 square foot medical clinic (dentist) and 16 off - street parking spaces. The proposed medical clinic will be detached from, but architecturally consistent with the existing building. The existing stormwater retention area in the southwest corner of the property will be redesigned to provide area for the additional 16 off - street parking spaces. As previously discussed, the subject property is located in both the O and IRT Districts. The existing building and parking is located within land zoned O while the proposed development will be located in land zoned IRT. In the IRT District, medical clinic is not a listed use. However, medical clinic is allowed in the IL FLUP. For this reason, this application is being processed as a Level Two Comprehensive Infill Redevelopment Project which allows for uses permitted by the underlying future land use. In the IL FLUP, medical clinic is listed as an allowable primary use. Floor Area Ratio (FAR): Pursuant to the Countywide Plan Rules and CDC Section 2- 1301.1, the maximum FAR for properties with a designation of Industrial Limited is 0.65. The proposal is for the construction of 3,000 square feet of office use for a total gross floor area of 14,010 square feet at a FAR of 0.161, which is below the above referenced maximum. Impervious Surface Ratio (ISR): Pursuant to the Countywide Plan Rules and CDC Section 2- 1301.1, the maximum allowable ISR is 0.85. The proposed ISR is 0.53, which is below the above referenced maximum. Minimum. Lot Area and Width: Pursuant to CDC Table 2 -1304, there is no minimum required lot area or lot width for a Comprehensive Infill Redevelopment Project. However, for a point of comparison, the minimum lot area for a medical clinic in the O District (Table 2- 1003) is 20,000 square feet. The subject lot area Is 87,103 square feet (1.996 acres), which exceeds these comparative Code provisions. Pursuant to the same Table, the minimum lot width for a medical clinic in the O District is 100 feet. The subject lot width along Druid Road is 300.56 feet, 249.68 feet along Myrtle Avenue and 322.76 feet along Jasmine Way, which exceeds the comparative Code comparison. Minimum Setbacks: Pursuant to CDC Table 2 -1304, there are no minimum setback requirements for a Comprehensive Infli Redevelopment Project. However, for a point of comparison medical clinics in the O District (Table 2 -1003) must have 35 foot (front) and 20 foot (side) setbacks. It is noted that corner lots have front setback requirements on both street frontages and side setback requirements from the remaining lot lines. The proposal includes front (north) setbacks of 191.78 feet (to proposed parking) and 115.6 feet (to proposed building), front (south) setbacks of 17 feet (to proposed parking) and 87.27 feet (to proposed building), front (east) setbacks of 191 feet (to proposed parking) and 197.5 feet (to proposed building) and side (west) setbacks of 54 feet (to proposed parking) and 78.67 feet (to proposed building). Except for the front (south) setback to proposed parking, the proposed setbacks exceed the comparative Code comparison. The reduction in the front (south) setback to parking provides an enhanced site design, reduces Community Development Board — May 21, 2013 FLD2012 -11025 — Page 2 of 9 t PLANNTN T DEVELOPMENT kilear ate Level II Flexible Development A pplication Review DEVELOPMENT REVIEW DIVISION the amount of stormwater area being used for parking and leaves adequate room for the required 10 foot wide perimeter landscape buffer along Jasmine Way. Maximum Buildin Height: Pursuant to CDC Table 2 -1304, there is no maximum height for a Comprehensive Inf ll Redevelopment Project_ However, for a point of comparison, the maximum height for a medical clinic in the O District (Table 2 -1003) is 30 feet. The proposed building height is 17.25 feet (to midpoint of pitched roof of proposed building), which is less than the comparative Code comparison. Minimum Off- Street Parking: Pursuant to CDC Table 2 -1304, the minimum off - street parking requirement for a Comprehensive Infill Redevelopment Project shall be determined by the Community Development Coordinator based on the specific use and/or ITE Manual standards. However, for a point of comparison, pursuant to CDC Table 2 -1003, in the 0 District, the minimum required parking for medical clinics is five spaces per 1,000 square feet. The proposal includes a 3,000 square foot medical clinic (dental clinic) which results in the need for 15 parking spaces. 16 parking spaces are proposed meeting Code requirements. Sight Visibility Triangles: Pursuant to CDC Section 3- 904.A, to minimize hazards at the existing driveways, no structures or landscaping may be installed which will obstruct views at a level between 30 inches above grade and eight feet above grade within 20 -foot sight visibility triangles. The proposal was reviewed by the City's Traffic Engineering Department and found to he acceptable. Utilities: Pursuant to CDC Section 3 -912, all utilities including individual distribution lines must be installed underground unless such undergrounding is not practicable. Any new electric and communication lines for this development will be installed underground on site in compliance with this requirement. All electric panels, boxes and meters will be painted the same color as the building. Landscaping There are no changes to the landscaping approved under FLS2011- 11(}30. As such, the following landscape discussion is specific to the proposed building and parking. Pursuant to CDC Section 3- 1202.D, the required perimeter buffer is 10 feet in width along Jasmine Way and a 10 foot buffer is proposed. The buffer will have four shade trees (three sweet gum and one little gem magnolia). The front buffer will also have continuous shrubs and ground cover. Pursuant to CDC Section 3- 1202.E.1, the interior landscaping required is ten percent of the total vehicular use area which would require 410 square feet of interior landscaping. A total of 901 square feet of interior landscaping is provided. The interior landscaping will have four shade trees (three bald cypress and one live oak) and four accent trees (foxtail palm). Nifty percent coverage of interior landscaped areas is required and the proposal provides 100 percent coverage with shrubs. Pursuant to CDC Section 3- 1202.E.2, there is a required five foot foundation landscaping buffer along the south facade facing the adjacent right -of -way (Jasmine Way). The proposal includes a Community Development Board — May 21, 2013 FLD2012 -11025 — Page 3 of 9 ' Gear rY ate Level II Flexible Development Application Review DEVELOPMENT REVIEW DIVISION _ p �'PP bEVEL4PMI= .NTREV�.N+Il1VISION five foot buffer with 100 percent coverage of shrubs. No accent trees are being proposed as there is ample perimeter landscaping along Jasmine Way to provide a visual buffer between the right - of-way and the building. Solid Waste: The proposal includes that the site will continue to be served by the existing dumpster and Code compliant enclosure. This has been found to be acceptable by the City's Solid Waste and Fire Departments. Signage: The proposal does not include any signage at this time. Any signage, if and/or when proposed, must meet Code requirements. Comprehensive Plan: The proposal is supported by various Goals, Objectives and/or Policies of the City's Comprehensive Plan as follows: Future Land Use Plan Element Policy A.3.2 Objective — All development or redevelopment initiatives within the City of Clearwater shall meet the minimum landscaping I tree protection standards of the Community Development Code in order to promote the preservation of existing tree canopies, the expansion of that canopy, and the overall quality of development within the City. The proposal includes a Comprehensive Landscape Program due to the reduction of accent trees required in the foundation landscaping buffer. However the proposal includes a compliant perimeter buffer width, additional shade trees and excess interior landscaping area than required and meets the spirit of this objective to the maximum extent practicable. Objective A.64 — Due to the built -out character of the city of Clearwater, compact urban development within the urban service area shall he promoted through application of the Clearwater Community Development Code. The proposal addresses this Objective through the use of the Comprehensive Infill Redevelopment Project as part of a Flexible Development application for a building addition on an existing site which, without the requested deviations from Code, would have its potential use severely limited. Community Development Code: The proposal is supported by the general purpose, intent and basic planning objectives of this Code as follows: Section 1-103-B-2. Ensuring that development and redevelopment will not have a negative impact on the value of surrounding properties and wherever practicable promoting development and redevelopment which will enhance the value of surrounding properties. Surrounding properties to the south, east and west have been developed with a variety of non- residential uses including Place of worship, medical clinic and offices. The proposed medical clinic is a use compatible with the surrounding uses and will have consistent setbacks. The proposed landscaping of the subject property will be an upgrade compared to the landscaping of the surrounding properties. Section 1 -103. B. 3. Strengthening the city's economy and increasing its tax base as a whole. The proposal will expand an allowable use for the site, while bringing a needed service to the neighborhood and the City of Clearwater as a whole. Community Development Board — May 21, 2013 FLD2012 -1 1025 — Page 4 of a Clew Le Levef II Flexible Development Application Review DEVELOPMENT REVIEW DIVISION Section 1- 103.E.3. Protect and conserve the value of land throughout the city and the value of buildings and improvements upon the land, and minimize the conflicts among the uses of land and buildings The proposed use is not anticipated to have any conflict with the surrounding uses of land. The portion of the subject property for the proposed building and parking is currently vacant. The proposal will expand the existing use on the subject property and improve the site. General purpose and Intent of the Commercial Zoning District (Section 2- 1301): The intent and purpose of the Industrial, Research and Technology "IRT" District is to establish areas for economic development and to provide the citizens of the City of Clearwater with high quality jobs without adversely impacting the integrity of adjacent residential neighborhoods, diminishing the scenic quality of the City of Clearwater or negatively impacting the safe and efficient movement of people and things within the City of Clearwater. The proposal will provide for the expansion of a needed use conveniently located at an intersection. The surrounding uses are commercial in nature and the use will not negatively affect residential properties as they are not adjacent to the site. The proposal includes the addition of a medical clinic (dental clinic) on the subject property for which a medical clinic exists. The improved landscaping will upgrade the scenic quality of the site and the additional parking will ensure efficient movement of people on and off the site. Code Enforcement Analysis: There are no active Code Enforcement cases for the subject property. COMPLIANCE WITH STANDARDS AND CRITERIA: The following table depicts the Consistency of the development proposal with the standards of the Industrial Limited QL) future land use plan category and the Industrial/ Research and Technology (1RT) District as per Section 2- 1301.1., CDC, and Table 2- 1304: Community Development Board — May 21, 2013 FLD2012- 1102.5 — Page 5 of 9 Standard Proposed Consistent Inconsistent Floor Area Ratio 0.65 0.161 X Impervious Surface Ratio 0.85 0.53 X Minimum Lot Area NIA 87,103 sq� ft. (1.996 acres) x Minimum Lot Width NIA 300.56 feet Druid. Road X 249.68 feet Myrde. Avenue 322.76 feet Jasmine Way Minimum Setbacks Front: NIA North: 78 feet (to parking) x 115.6 feet (to building) South: 17 feet (to parking) X 87.27 feet (to building) 191 feet (to parking) East: 197.5 feet (to parking X Side: NIA West: 54 feet (to parking) X 78.67 feet (to building) Maximum Height NIA 1725 feet (to mid -point of roof) x Minimum NIA Determined by the 16 parking spaces x Off -Street Parking community development coordinator based on the specific use and/ or PTE Manual standards. Community Development Board — May 21, 2013 FLD2012- 1102.5 — Page 5 of 9 Lila 1Tate Level II Flexible Develo Development Application Review DEVELOPMENT � Pp �EVELOPMENTRE4!IEW BiV[s1ON COMPLIANCE WITH FLEXIBILITY CRITERIA: The following table depicts the consistency of the development proposal with the Flexibility criteria as per CDC Section 2- 1404.E. (Comprehensive lnfill Redevelopment Project): Community Development Board — May 21, 2013 FLD2012 -11025 — Page 6 of 9 Consistent Inconsistent 1. The development or redevelopment is otherwise impractical without deviations from X the use and/or development standards set forth in this zoning district. 2. The development or redevelopment will be consistent with the goals and policies of X the Comprehensive Plan, as well as with the general purpose, intent and basic planning objectives of this Code, and with the intent and purpose of this zoning district. 3. The development or redevelopment will not impede the normal and orderly X development and improvement of surrounding properties. 4. Adjoining properties will not suffer substantial detriment as a result of the proposed X development_ 5. The proposed use shall otherwise be permitted by the underlying future land use X category, be compatible with adjacent land uses, will not substantially alter the essential use characteristics of the neighborhood; and shall demonstrate compliance with one or more of the following objectives: a. The proposed use is permitted in this zoning district as a minimum standard, flexible standard or flexible development use; b. The proposed use would be a significant economic contributor to the City's economic base by diversifying the local economy or by creating jobs; e. The development proposal accommodates the expansion or redevelopment of an existing economic contributor; d. The proposed use provides for the provision of affordable housing; e. The proposed use provides for development or redevelopment in an area that is characterized by other similar development and where a land use plan amendment and rezoning would result in a spot land use or zoning designation; or f The proposed use provides for the development of a new and/or preservation of a working waterfront use. 6. Flexibility with regard to use, lot width, required setbacks, height and off- street x parking are justified based on demonstrated compliance with all of the following design objectives: a. The proposed development will not impede the normal and orderly development and improvement of the surrounding properties for uses permitted in this zoning district; b. The proposed development complies with applicable design guidelines adopted by the City; c. The design, scale and intensity of the proposed development supports the established or emerging character of an area; d. In order to form a cohesive, visually interesting and attractive appearance, the proposed development incorporates a substantial number of the following design elements: • Changes in horizontal building planes; • Use of architectural details such as columns, cornices, stringcourses, pilasters, porticos, balconies, railings, awnings, etc.; ❑ Variety in materials, colors and textures; ❑ Distinctive fenestration patterns; ❑ Building stepbacks; and ❑ Distinctive roofs forms. e. The proposed development provides for appropriate buffers, enhanced landscape design and appropriate distances between buildings. Community Development Board — May 21, 2013 FLD2012 -11025 — Page 6 of 9 Clearwater,-,,,, 11 Flexible Develo mentA location Review P1AP�G &DEVEWDIVSI {� PP 13EVELOPMENTAEW�.WDiV]SSON COMPLIANCE WITH GENERAL STANDARDS FOR LEVEL TWO APPROVALS: The following table depicts the consistency of the development proposal with the General Standards for Level Two Approvals as per CDC Section 3- 914.A: SUMMARY AND RECOMMENDATION: The Development Review Committee (DRC) reviewed the application and supporting materials at its meeting of December 6, 2012 and deemed the development proposal to be legally sufficient to move forward to the Community Development Board (CDB), based upon the following: Findings of Fact The Planning and Development. Department, having reviewed all evidence submitted by the applicant and requirements of the Community Development Code, finds that there is substantial competent evidence to support the following findings of fact: 1. That the 1.966 acre subject property is located at the southwest corner of Druid Road and Myrtle Avenue; 2. That the subject property has 300.56 feet of frontage along Druid Road, 249.68 feet along Myrtle Avenue and 322.76 feet along Jasmine Way; 3. That the site is currently developed with a 11,010 square foot medical clinic and 54 off -street parking spaces; 4. That the proposal is to construct a 3,000 square foot medical clinic and 16 off - street parking spaces; 5. That the proposal includes perimeter, interior and foundation landscaping for screening of the proposed building and parking area; and 6. That there is no active Code Enforcement case for the subject property. Conclusions of Law The Planning and Development Department, having made the above findings of fact, reaches the following conclusions of law: 1. That the development proposal is consistent with the Standards as per Tables 2 -1001, 2 -1002, 2- 1301.1 and 2 -1304, Community Development Code; 2. That the development proposal is consistent with the Flexibility criteria as per Section 2- 1304.D., Community Development Code; 3. That the development proposal is consistent with the General Standards for Level Two Approvals as per Section 3- 914.A., Community Development Code; and Community Development Board — May 21, 2013 FLD2012 -11025 — Page 7 of 9 Consistent Inconsistent 1. The proposed development of the land will be in harmony with the scale, hulk, X coverage, density and character of adjacent properties in which it is located. 2. The proposed development will not hinder or discourage development and use of X adjacent land and buildings or significantly impair the value thereof. 3. The proposed development will not adversely affect the health or safety of persons X residing or 'working in the neighborhood. 4. The proposed development is designed to minimize traffic congestion. X 5. The proposed development is consistent with the community character of the X immediate vicinity. 6. The design of the proposed development minimizes adverse effects, including X visual, acoustic and olfactory and hours of operation impacts on adjacent properties. SUMMARY AND RECOMMENDATION: The Development Review Committee (DRC) reviewed the application and supporting materials at its meeting of December 6, 2012 and deemed the development proposal to be legally sufficient to move forward to the Community Development Board (CDB), based upon the following: Findings of Fact The Planning and Development. Department, having reviewed all evidence submitted by the applicant and requirements of the Community Development Code, finds that there is substantial competent evidence to support the following findings of fact: 1. That the 1.966 acre subject property is located at the southwest corner of Druid Road and Myrtle Avenue; 2. That the subject property has 300.56 feet of frontage along Druid Road, 249.68 feet along Myrtle Avenue and 322.76 feet along Jasmine Way; 3. That the site is currently developed with a 11,010 square foot medical clinic and 54 off -street parking spaces; 4. That the proposal is to construct a 3,000 square foot medical clinic and 16 off - street parking spaces; 5. That the proposal includes perimeter, interior and foundation landscaping for screening of the proposed building and parking area; and 6. That there is no active Code Enforcement case for the subject property. Conclusions of Law The Planning and Development Department, having made the above findings of fact, reaches the following conclusions of law: 1. That the development proposal is consistent with the Standards as per Tables 2 -1001, 2 -1002, 2- 1301.1 and 2 -1304, Community Development Code; 2. That the development proposal is consistent with the Flexibility criteria as per Section 2- 1304.D., Community Development Code; 3. That the development proposal is consistent with the General Standards for Level Two Approvals as per Section 3- 914.A., Community Development Code; and Community Development Board — May 21, 2013 FLD2012 -11025 — Page 7 of 9 ' carft PLANNING & DE.VELOPMENT Level II Flexible development Application Review DEVELOPMENT REVIEW DIVISION 4. That the development proposal is consistent with the Comprehensive Landscape Program criteria as per Section 3- 1202.G., Community Development Code. Based upon the above, the Planning and Development Department recommends APPROVAL of the Flexible Development application to permit an additional 3,000 square feet of Medical Clinic use in the Office (0) and Industrial Research and Technology (IRT) Districts for an existing Medical Clinic with a lot area of 87,103 square feet, lot widths of 249.68 feet (S. Myrtle Avenue), 300.55 feet (Druid Road), and 322.76 feet (Jasmine Way), front (north) setbacks of 191.78 feet (to proposed parking) and 115.6 feet (to proposed building), front (south) setbacks of 17 feet (to proposed parking) and 87.27 feet (to proposed building), front (east) setbacks of 191 feet (to proposed parking) and 197.5 feet (to proposed building) and side (west) setbacks of 54 feet (to proposed parking) and 78.67 feet (to proposed building), a building height of 17.25 feet (to midpoint of pitched roof of proposed building) and 70 off - street parking spaces as a Comprehensive Infill Redevelopment Project pursuant to Community Development Code (CDC) Sections 2- 1003.1) and 2- 1304.D; and a reduction to the width of the required north perimeter landscape buffer from 15 feet to 10.58 feet, a reduction to the width of the required east landscape buffer from 15 feet to 10.72 feet, a reduction to amount of required perimeter landscaping in the west perimeter buffer as well as the landscaping in a portion of the north and south perimeter buffers, and the elimination of required foundation planting accent trees for the proposed building as a Comprehensive Landscape Program under provisions of Community Development Code Section 3- 1202.G, with the following conditions: Conditions of Approval 1. That the final design and color of the building be consistent with the elevations approved by the CDB; 2. That any /all future signage meets the requirements of Code and be architecturally integrated with the design of the building with regard to proportion, color, material and finish as part of a final sign package submitted to and approved by Staff prior to the issuance of any permits; 3. That issuance of a development permit by the City of Clearwater does not in any way create any right on the part of an applicant to obtain a permit from a state or federal agency and does not create any liability on the part of the City for issuance of the permit if the applicant fails to obtain requisite approvals or fulfill the obligations imposed by a state or federal agency or undertakes actions that result in a violation of state or federal law; 4. That all other applicable local, state and/or federal permits be obtained before commencement of the development; 5. That application for a building permit be submitted no later than May 21, 2014, unless time extensions are granted pursuant to CDC Section 4 -407; 6. That all proposed utilities (from the right -of -way to the proposed building) be placed underground prior to the issuance of a Certificate of Occupancy; 7. That all utility equipment including but not limited to electrical and water meters is screened from view and/or painted to match the building to which they are attached, as applicable, prior to the issuance of a Certificate of Occupancy; and That prior to the issuance of any building permits, the Fire Department may require the provision of a Water Study performed by a Fire Protection Engineer in order to ensure that an adequate water supply is available and to determine if any upgrades are required by the developer due to the impact of the project. The water supply must be able to support the Community Development Board - May 21, 2013 FLD2012 -11025 - Page 8 of 9 ' PLANNING & DEV Clli IatC Level II Flexible Development Application Review oEVELpPh¢NT REVMW DIVIS ION needs of any required fire sprinkler, standpipe and/or fire pump. If a fire pump is required, then the water supply must be able to supply 150% of its rated capacity. Prepared by Planning and Development Department Staff: lk an Jackson, Planner III ATTACHMENTS: Existing Surrounding Uses Map and Photographs of Site and Vicinity Community Development Board — May 21, 2013 FLD2012 -11025 — Page 9 of 9 View looking west at the subject property. ur�E �u X013 View looking north at the subject property at the location of the proposed building and parking. f APR 2U 2913 View looking NE at the existing building and landscaping. View looking west at the subject property. 1reg,�, View looking north at the existing parking. View looking south at the existing building and sign. 707 E Druid Road Case FLD2013 -11025 Matthew Jackson 100 South Myrtle Avenue Clearwater, Florida 33756 (727) 562 -4504 matthew .iackson(a)myclearwater.co m PROFESSIONAL EXPERIENCE ❑ Planner III February 2013 to present City of Clearwater, Clearwater, Florida Duties include performing the technical review and preparation of staff reports for various Iand development applications, the organization of data and its display in order to track information and provide status reports, and making presentations to various City Boards and Committees. ❑ Planner II City of Clearwater, Clearwater, Florida May 2011 to February 2013 October 2008 to June 2010 Regulate growth and development of the City in accordance with land resource ordinances and regulations related to community development. Landscape plan review including. conceptual, and variance. Reviews and analyzes site plans and conducts field studies to determine the integrity of development plans and their compatibility with surroundings. Interdepartmental and zoning assistance. Respond as a City representative to citizens, City officials, and businesses concerning ordinances and regulations. Make recommendations and presentations at staff level at various review committees, boards, and meetings. C1 Planner I Calvin- Giordano and Associates, Fort Lauderdale, Florida May 2005 to December 2007 Project manager for various development applications such as plat, site plan, rezoning and variances. In -depth government agency, in -house and client coordination to ensure that the projects maintained submittal schedules stayed within budget constraints and attained approval. Schedule and lead project kick -off meetings, ensure municipal project conditions were resolved, produce supporting documents and make site visits as well. Research and prepare due diligence reports including subject matter such as zoning, land uses, densities, available public utilities and land development costs. Member of emergency mitigation committee formed to prepare and mitigate for natural or man -made disasters affecting Calvin, Giordano and Associates and local municipalities. ❑ Manager Church Street Entertainment„ Orlando, Florida September 1999 to February 2004 Supervised and managed daytime and nighttime operations of a bar and nightclub entertainment complex including 100+ staff. Conducted hiring and training operations including security and inventory control. Managed and reconciled nightly gross revenues as well as preparing and delivering deposits. Assisted in taking inventory and preparing weekly inventory orders, marketing and special events. ❑ Linguist US Army, Fort Campbell, KY October 1991 to October 1995 Maintain fluency in the Arabic language and knowledge of customs and culture as well as military readiness for possible deployments or training operations. Co- managed intelligence gathering operation in Haiti including coordination between multiple Special Forces units and civilian authorities. Interpreter between U.S, and Egyptian soldiers during training exercises. Liaison between Special Forces battalions to coordinate certification training. EDUCATION ❑ Master of Arts, Urban and Regional Planning, Florida Atlantic University, 2407 ❑ Bachelor of Arts, Urban and Regional Planning, Rollins College, 2004 . . 5 SPRING ENGINEERING, INC. � ENGINEERING•LAND PLANNING•ARCHITECTURE March 22, 2013 Sent Via: Hand Delivered City of Clearwater—Planning&Development Department P.O. Box 4748 Clearwater, Florida 33758-4748 ATTENTION: Ms. Ellen Crandall, Planner II REFERENCE: Clearwater Health Center—Dental Building SEI Project No. 2012-21 Case No.: FLD2012-11025- ;ia7 E. Druid Rd. SUBJECT: Comment- Response Letter Ms. Crandall: Enclosed herewith are the following attachments for the above referenced project for your review: l. Fifteen(15) copies of the response letter. 2. Fifteen(15) copies of the application. 3. Fifteen(15) copies of the Flexible Narrative 4. Fifteen(15) copies of the Stormwater Report. 5. Fifteen (15) copies of the revised sheets C-1.0, G2.0, C-3.0, C-4.0,A-1.0 and A-2.0. The following are the responses to your letter dated, December 3, 2012, regarding the above referenced project. Engineering Review: Comment 1: Prior to Building Permit: As per Community Development Code Section 3- 19087.B — Utilities- Generally, all utility facilities existing and proposed throughout the property served or to be served shall be shown on the construction improvement plans. Response: See Sheet C2. (727)938-1516 3014 U.S.Highway 19 Holiday, Florida 34691 Fax:942-4174 City of C.learwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandall PaSe 2 Comment 2: If the proposed project necessitates infrastructure modifications to satisfy site- specific water capacity and pressure requirements and/or wastewater capacity requirements,the modification shall be completed by the applicant and at their expense. If underground water mains and hydrants are to be installed, the installation shall be completed and in service prior to construction in accordance with Fire Department requirements. Response: No modifications required. Comment 3: As per Section 3-1701, Sidewalks required, Plan considerations, if the remodeling of an existing structure will exceed by 50% of the assessed evaluation of the property where a sidewalk does not exist, an applicant shall provide for construction of a sidewalk in an easement or right-of-way. If the property owner qualifies for an exception, the property owner shall pay a fee in lieu of constructing the sidewalk to be used to construct a sidewalk at a future date, Sidewalk shall be constructed along Jasmine Way. Response: Sidewalk provided at Jasmine Way and Druid Road. See Sheet C2. Prior to Certificate of Occupancy: Comment 1: The Owner shall submit one set of as-built drawings signed and sealed by a State of Florida Registered Professional Engineer of the installation of all water, sanitary sewer and storm structures installed at the site. These drawings shall be sent to the Engineering Department, Municipal Services Building, 100 South Myrtle Avenue, Room 220. The City inspector will field verify the submitted as- builts for Accuracy. Once the Owner has a set of City approved as-builts, the Owner shall provide a total of five sets of as-builts to the City and a Certificated of Occupancy shall be issued. Response: See City of Clerwater Notes on Sheet C2. General Note: Comment 1: DRC review is a prerequisite for Building Permit Review. Additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged; DRC review meeting was held on December 6,2012. Environmental Review: Comment 2: DRC review is a prerequisite for Building Permit Review. Additional comments may be forthcoming upon submittal of a Building Permit Application. City of�'learwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandall Page 3 Response: Acknowledged; DRC review meeting was held on December 6,2012. Fire Review• Comment 1: Show location of Fire Hydrant, must be within 300 feet on the same side of the street. ACKNOWLEDGE PRIOR TO CDB. Response: See existing hydrant(SE corner of site). Comment 2: How will this building be addressed, must meet the requirements of City Ordinance as this will be a commercial property it will be required to have a 6" address but building does not actually face a street. Please provide clarity ACKNOWLEDGE PRIOR TO C.D.B. Response: See City of Clearwater notes on Sheet C2. Comment 3: How will the rubbish be handled, must keep all dumpsters at least 10 feet from any structure. ACKNOWLEDGE PRIOR TO C.D.B. Response: See City of Clearwater notes and keynote#7 on Sheet C2. Comment 4: This is only a D.R.C. approval other issuers may arise when construction documents are provided. ACKNOWLEDGE PRIOR TO C.D.B. Response: Acknowledged. Land Resource Review: Comment 1: DRC review is prerequisite for Building Permit Review. Additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged; DRC review meeting was held on December 6,2012. Comment 2: The 12-inch Maple tree as it is labeled on the site plan is actually a Sapium sebiferum or (Chinese Tallow) this tree will not require a permit and you are encouraged to remove it. Response: Tree has been relabeled as a Chinese Tallow and shown to be removed. Comment 3: Clearly depict the location that the three recently planted trees will be relocated to. City of Clearwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandal/ Page 4 Response: Existing trees to be relocated are labeled located on Sheet C-4.0. Comment 4: On the site plans submitted for building permit, please show root prune limits for the three Slash Pine trees located on the east side of the Jasmine Way entrance. The root prune limits should be clearly marked on plan along with the tree barricades. Response: Root pruning does not appear to be necessary in this area. Plannin�Review: Comment 1: The affidavit to authorize agent/representative authorizes Steven Kelly; however the first page of the application lists Roland P. Dove with Spring Engineering as the agent. Clarify and provide an affidavit to authorize Mr. Dove. Further the description of request of request should be to submit a Flexible Development application to request a 3,000 square foot addition. Further the property owner signing the application is Pate Mabe; however when I look up Community Health Center of Pinellas, Inc. Pat Mabe is not listed anywhere as a registered agent. Response: Pat Mabe is CEO/President of Community Health Centers of Pinellas and Steve Kelly is the Facilities Director for the same organization. We have attached a letter on Community Centers of Pinellas, Inc. letterhead and signed by Pat Mabe listing her title. Please clarify whether this will be adequate to establish Pat Mabe's authority or provide additional detail on what documentation you will require. We will provide authorization for Mr. Rollie Dove as soon as this matter is resolved. Comment 2: Will the new building utilize the same existing dumpster for waste disposal? Please be aware all waste disposal containers for this sue must be located within a landscaped enclosed structure. Response: Yes. See City of Clearwater notes on Sheet C2. Comment 3: As per CDC Section 3-1403.A. all paxking lots and spaces shall be improved with a permanent all-weather paving material which is graded to drain storm water, Grass parking is only permitted for places of worship, outdoor recreational facility. Revise to 8 grass parking spaces to be permanent all weather paving material. (Or justify why the CDC should approve grass parking). Response: See Sheet C2. Response 4: As per the landscape code (CDC Section 3-1202.B) shade trees must be planted a minimum of five feet from any impervious area. The proposed shade trees (Magnolia virginiana and Quescus virginiana) are proposed in a landscape area of City of Clearwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandall Page S 9 feet in width. This does not meet the code requirements and is not enough room for shade trees. Revise to accent tress or create a wider area for landscaping. This includes the existing trees on site to be planted elsewhere on site. Response: Small trees have been proposed in island 9' width, Comment 5: The landscape planting legend lists plant material which does not appear to be on the plan, specifically eastern redbud and east Palatka holly. In addition these accent trees are not recommended as Palatka holly are very susceptible to Sphaerohsis and redbud does not do well this far south. Clarify and revise. Response: The plan and plant list have been revised and does not include red bud or holly. Comment 6: Provide a landscape plan for the entire site accurately listing all existing and proposed landscape material and quantity for the site. There are several discrepancies between what actually exists and what is stated as existing. For instance there are no redbuds and al the accents trees in the building foundation landscaping are foxtail palms. There are trees shown where there are not trees. In addition may other landscape plant materials have changed. The proposed landscape plant material should be consistent with the existing plant palette- including foxtail palms, Indian hwatorh, roebellini palms, vaireage schefflera, gold mound duranta, red hot hibiscus. Response: The plan has been revised to reflect landscape as-built conditions as of January 2013. Pygmy Date Palms have not been proposed for new plantings due to thorn hazard. Comment 7: On the landscape plan clearly call out the landscape buffer dimensions, specifically the width. On the southern buffer the existing grass swale does not count as a required landscape buffer. Response: Buffer widths shown on plan. Comment 8: On the southern property (Jasmine Way) a 10-foot landscape buffer is required for the parking area where 5-feet is provided. The existing grass swale does not count as a required landscape buffer. This reduction can only be approved with a Comprehensive Landscape program. This is a one page application which will piggy-back of the FLD application. Submit the Comp. landscape program application or review the buffer to meet the landscaping requirements. Response: A proposed 10' wide 100% planted buffer has been provided along Jasmine Way. City of�learwater—Planning&Development Department March 22, 2013 Ms.Ellen Crandall Page 6 Comment 9: Calculate the total vehicular use area for the entire site, not just for the additional parking, and calculate the total provided interior landscaping area for the entire site. Please be aware different landscaping requirement cannot double dip, for example required buffers do not also count as interior landscaping. Response: Interior open space s.f. areas and VUA/open space calculations have been added to drawings. Comment 10: Foundation landscaping in the width of 5 feet is required along building facades facing a right-of-way. Provide a 5-foot wide foundation landscaping along the proposed building south fa�ade facing Jasmine Way or justify the reduction through the Comprehensive Landscape program application. Response: A 10.5' wide foundation planting has been added to the building perimeter. Comment 11: Fully answer the flexibility criteria required on page 7 of the application. This will be a lengthy response and may be written on as separate paper as the Comprehensive the infill redevelopment project criteria in the IRT must be addressed. Please see attached sheet with the criteria listed. Specifically justify why a land use plan amendment or rezoning is not a viable solution. Response: See Flexible Critieria Narrative attached. Stormwater Review: Comment 1: The following shall be addressed prior to Community Development Board: 1. The existing wet pond is proposed to be impacted. Please provide compensatory volume. See Stormwater Report. 2. A drainage easement over the existing pond shall be dedicated to the City. See City of Clearwater notes on sheet C2. 3. Provide an onsite separate private stormwater management system meeting City of Clearwater stormwater criteria for the proposed improvements. See Stormwater Report. 4. Submit drainage report, soil analysis, and seasonal high water table. See Stormwater Report. 5. Provide cross sections of existing pond being impacted. Cross sections shall be drawn to scale and show existing and proposed data. See sheets C2 and C3. City of C!earwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandall Page 7 6. Submit a Paving/Grading plan demonstrating how all of the above conditions are met. See sheet C3. The following shall be addressed prior to issuance of the Certificate of Qccupancy: 1. Submit a copy of the approved SWFWMD or letter of exemption. Response: SWFWMD Permit will be provided prior to C.O. General Notes: 1. All resubmittals shall be accompanied with a response letter addressing how each department condition has been met. Response letter attached. 2. DRC review is prerequisite for Building Permit Review; additional comments may be forthcoming upon submittal of a Building Permit Application. Acknowledged. 3. Approval from Stormwater Division does not relieve the applicant from the obligation to obtain all other required permits and authorizations. Acknowledged. Traffic En�ineerin�Review: (Prior to Communitv Development Board) Comment 1: Provide an accessible path from a building's accessible entrance to a public sidewalk on Jasmine Way per 2012 Florida Accessibility Code for Building Construction, section 203. Response: See City of Clearwater notes and keynote#5 on Sheet C2. Comment 2: Parking lot surfaces shall be improved with a permanent all weather paving material which is graded to drain strormwater per Community Development Code, Section 3-1403. Response: See Sheet C2. City of Glearwater—Planning&Development Department March 22, 2013 Ms. Ellen Crandall PaBe 8 General Notes: Comment 1: Applicant shall comply with the current Transportation Impact Fee Ordinance and fee schedule and paid prior to a Certificate of Occupancy (C.O.) The estimated TIF for the new dental clinic is $18,933.00. Response: See City of Clearwater notes on Sheet C2. Comment 2: DRC review is a prerequisite for Building Permit Review; additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged; DRC review meeting was held on December 6,2012. We trust the enclosed plans and responses contained in this letter will allow you to permit the architectural plans to move forward with the building permit review process. If you have any questions or need additional information,please call our office. Sincerely, SPRING ENGINEERING,INC. Arthur T. Pollard, R.A, LEED AP Project Manager ATP:rkb Enclosures(5) cc: Steve Kelly— Sent via e-mail Cheryl Henwood—Sent via e-mail COMMUI�IITY HEAL,'TH G�I�IT'ERS ` OF PI1rIEL,LAS� II�IC. May 3,2012 Spring Engineering,Inc. 3014 U.S. 19 Holiday,FL 34691 Dear Colleague(s): Thank you for sharing in the excitement of opening our new, state-of-the-art facility in Clearwater. Your presence at the event and enthusiasm for the facility assured us that it was indeed a "Grand Opening!" We have always provided outstanding care to our patients and families, now we have a beautiful, new, facility that will permit us to serve an even greater number of citizens in the Clearwater area in space with equipment that demonstrates pride and respect. We appreciate your support. Sincerely, � Pat Mabe CEO/President F'IVE CONVE[VIENT LOCA710NS � TARPOIV SPRINGS � CLEARWATER • LARGO • PINELLAS PARK • ST. PETERSBURG ADM[N[STRATION: i 344 22ND STREET SOUTH • ST. PE7ERSBURG� FL 33712 Accredited by rhe 727.824.81 81 • WWW.CHCPINELL,AS.ORG ACCREDITATIOAI ASSOCIATION fOrAMBULATORY HEALTH CARE, INC. , J . 1 ° learwater Planning&Development Department � l� Flexible Standard Development Application � � Attached Dwellings, Mixed-Uses or Non-Residential Uses IT IS INCUMBENT UPON THE APPLICANT TO SUBMIT COMPLETE AND CORRECT INFORMATION. ANY MISLEADING, DECEPTIVE, INCOMPLETE OR INCORRECT INFORMATION MAY INVALIDATE YOUR APPLICATION. ALL APPLICATIONS ARE TO BE FILLED OUT COMPLETELY AND CORRECTLY,AND SUBMITTED 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(1 ORIGINAL AND 10 COPIES)AS REQUIRED WITHIN ARE TO BE SUBMITTED FOR REVIEW BY THE DEVELOPMENT REVIEW COMMITTEE. 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 APPLICATION FEE: $475 PROPERTY OWNER(PER DEED): Community Health Center of Pinellas, Inc. MAILING ADDRESS: 1344 22 nd Avenue,St. Petersburg, FL 33712 PHONE NUMBER: 727-821-6701 EMAIL: SJKelly@HCNetwork.org AGENT OR REPRESENTATIVE: Spring Engineering, Inc.-Roland P.Dove, P.E. MAILING ADDRESS: 3014 U.S. Hwy. 19, Holiday, FL 34691 PHONE NUMBER: 727-938-1516 EMAIL: sei2@verizon.net ADDRESS OF SUBIECT PROPERTY: 707 Druid Road, Clearwater, FL PARCEL NUMBER(5): 15-29-15-54450-030-0010 LEGAL DESCRIPTION: See survey PROPOSED USE(S): Dental Clinic and Medical Center(existing) DESCRIPTION OF REQUEST: To permit 3,000 square feet of inedical clinic use in office(0)and Industrial Research and Specifically identify the request Technology(IRT)District as an addition to an exsing medical clinic in the O District under the provisions (include all requested code}lexibility,• of the Community Development Code(CDC)Section 2-1004. B and as A Comprehensive e.g., reduction in required number of parking spaces, height setbacks, lot Infill Redevelopment Project(medical clinic)in the IRT District under CDC Section 2.1304.D; size,lot width,specifc use,etc.): to allow medical clinic as a use in the IRT District and to allow reductions in the front setbacks to accomodate the existing medical clinic structures. Planning 8 Development Department,700 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 1 of 8 Revised 01/12 o Planning&Development Department � � earwater Flexible Standard Develo ment A lication p pp � 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 and O FUTURE LAND USE PLAN DESIGNATION: IL and ROG EXISTING USE(currently existing on site): Medical Clinic PROPOSED USE(new use,if any;plus existing,if to remain):New medical clinic(dental)and existing medical clinic. SITEAREA: 87,103 sq.ft. �,996 acres GROSS FLOOR AREA(total square footage of all buildings): Existing: 11,660 sq.ft. Proposed: � sq.ft. Maximum Allowable: � sq.ft. GROSS FLOOR AREA(total square footage devoted to each use,if there will be multiple uses): First use: 14,660 sq.ft. Second use: � sq.ft. Third use: � sq.ft. FLOOR AREA RATIO(total square footage of all buildings divided by the total square footage of entire site): Existing: 0.134 Proposed: 0.168 Maximum Allowable: 0.50 BUILDING COVERAGE/FOOTPRINT(1�`floor square footage of all buildings): Existing: 11,660 sq.ft. ( 13.39 %of site) Proposed: 14,660 sq.ft. ( 16.83 %of site) Maximum Permitted: 43,552 Sq,ft. ( 50.0 %of site) GREEN SPACE WITHIN VEHICULAR USE AREA(green space within the parking lot and interior of site;not perimeter buffer): Existing: 5790+Pond sq.ft. ( 6.7+ %of site) Proposed: 6448+Pond sq.ft. ( 7•4+ %of site) VEHICULAR USE AREA(parking spaces,drive aisles,loading area): Existing: 25,069 sq.ft. ( 28.$ %of site) Proposed: 29,�49 sq.ft. ( 33.4 %of site) Planning 8�Development Department,100 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 2 of 8 Revised 01/12 IMPERVIOU$SURFACE RATIO(totai square footage of impervious areas divided by the total square footage of entire site): Existing: 46.1% Proposed: 53.2% Maximum Permitted: 75% DENSITY(units,rooms or beds per acre): BUILDING HEIGHT: Existing: 0.50 bldg/ac Existing: 27'-4" Proposed: 1.00 bldglac Proposed: 23' Maximum Permitted: 15 DU per acre Maximum Permitted: 30' OFF-STREET PARKING: Existing: 58 Note:A porking demand study must be provided In conjunction with any request Proposed: 12 to reduce the amount of required off-street parking spoces. Please see the Minimum Required: 7� adopted Parking Demand Study Guidelines for further information. WHAT IS THE ESTIMATED TOTAL VALUE OF THE PROJECT UPON CQMPLETION? $�4,000(medical clinic) + $300,000 (dental clinic) ZONING DISTRICTS FOR ALL ADIACENT PROPERTY: North: Commercial District South: Commercial DistricUlndustrial Research Technology District East: Office District West: Office District STATE OF FLORIDA,COUNTY OF PINELLAS I, the undersigned, acknowledge that all Sworn to and subscribed before me this 22nd day of representations made in this application are true and March 2013 accurate to the best of my knowledge and authorize .to me and/or by City representatives to visit and photograph the Roland P.Dove, P.E. ,who is personally known has property described in this application. produ,ced as identification. r ,; �� ��� � ��� �� Si nature of pro erty owner or representative Notary public, � r ' My commission expires: �� � �cS�' ;;���"'•"�;_ SARAH B WILLIAMS '�' '' MY�OMMiSSION#EE134624 i;�, '�; •?o,;,�d;F' EXPIRES September 28,2015 (407)398-0183 FloridallotaryService.com Planning&Development Department,100 S.Myrtle Avenue,Ciearwater,FL 33756,7e1:727-562-4567;Fax:727-562-4865 Page 3 of 8 Revised 01112 o Planning&Development Department � C earwa�er Flexible Standard Develo ment A lication p pp � Site Plan Submittal Package Check list IN ADDITION TO THE COMPLETED FLEXIBLE STANDARD DEVELOPMENT (FLS) APPLICATION, ALL FLS APPLICATIONS SHALL INCLUDE A SITE PLAN SUBMITTAL PACKAGE THAT INCLUDES THE FOLLOWING INFORMATION AND/OR PLANS: O 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. � 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. m If this application is being submitted for the purpose of a boatlift, catwalk, davit, dock, marina, pier, seawall or other si milar 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: U Index sheet of the same size shall be included with individual sheet numbers referenced thereon. O North arrow,scale,location map and date prepared. r7 Identification of the boundaries of phases,if development is proposed to be constructed in phases. O 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. L'J Location,footprint,size and height of all existing and proposed buildings and structures on the site. 1�7 Location and dimensions of vehicular and pedestrian circulation systems, both on-site and off-site,with proposed points of access. f�l 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. � 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. [J Location of solid waste collection facilities, required screening and provisions for accessibility for collection. 7 Location of off-street loading area, if required by Section 3-1406. O Location,type and lamp height of all outdoor lighting fixtures. Ll Location of all existing and proposed attached and freestanding signage. J 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&Development Department,100 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 4 of 8 Revised 01/7 2 CJ Dimensions of existing and proposed lot lines, streets, drives, building lines, setbacks, structural overhangs and building separations. 1�7 Building or structure elevation drawings that depict the proposed building height, building materials, and concealment of all mechanical equipment located on the roof. Cl Typical floor plans,including floor plans for each floor of any parking garage. O Identification and description of watercourses, wetlands, tree masses, specimen trees, and other environmentally sensitive areas. ❑ 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. Cl 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 existing trees with a DBH of four inches or more,and identifying those trees proposed to be removed,if any. ❑ A traffic impact study shall be required for any development which may degrade 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. ❑ 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. �l 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: fl Location, size, description, specifications and quantities of all existing and proposed landscape materials, including botanical and common names. J Existing trees on-site and immediately adjacent to the site, by species,size and location,including drip line. J Typical planting details for trees, palms, shrubs, and ground cover plants, including planting instructions, soil mixes, backfilling, mulching,staking and protective measures. O 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. f�l 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. �+J Location of parking areas and other vehicular use areas, including parking spaces, circulation aisles, interior landscape islands and curbing. O Drainage and retention areas, including swales, side slopes and bottom elevations, and drainage structures and other drainage improvements. O 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. l�l Delineation and dimensions of all required perimeter landscaped buffers including sight triangles,if any. ❑ An irrigation plan. Planning 8 Development Department,700 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 5 of 8 Revised 01/12 ° learwater Planning&Development Department ' l� Flexible Standard Develo ment A lication � p PP � General Applicability Criteria PROVIDE COMPLETE RESPONSES TO EACH OF THE SIX(6)GENERAL APPLICABILITY CRITERIA EXPLAINING HOW, IN DETAIL,THE CRITERION IS BEING COMPLIED WITH PER THIS DEVELOPMENT PROPOSAL. 1. The proposed development of the land will be in harmony with the scale, bulk, coverage, density and character of adjacent properties in which it is located. The existing medical clinic was recently remodeled and expanded. This new dental clinic will be similar in appearance and will be in harmony with the scale and character of adjacent properties. 2. The proposed development will not hinder or discourage the appropriate development and use of adjacent land and buildings or significantly impair the value thereof. This proposed development and the newly remodeled medical clinic provide an improvement to the overall area and will result in an increase in property values. 3. The proposed development will not adversely affect the health or safety or persons residing or working in the neighborhood of the proposed use. This proposed development will result in no adverse impacts to the health and safety of the citizens in the surrounding neighborhood. The normal hours of operation are during daylight hours. 4. The proposed development is designed to minimize traffic congestion. A significant number of people who use the medical clinic and who will use the dental clinic travel to the site by bus. Access to the parking lot is provide on three sides of the property so traffic circulation is very good. 5. The proposed development is consistent with the community character of the immediate vicinity of the parcel proposed for development. The community character in the vicinity consists of general office use and medical office use. The dental clinic is compatible use that is consistent with the community character. 6. The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts,on adjacent properties. The design of the building will be compatible with the medical clinic and normal hours of operation are during the daylight hours. There will be minimal sound impacts on adjacent properties. Planning 8 Development Department,100 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 6 of 8 Revised 01/12 ° lear�ater Planning&Development Department ' l� Flexible Standard Develo ment A lication � p pp � Flexibility Criteria PROVIDE COMPLETE RESPONSES TO THE APPLICABLE FLEXIBILITY 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). 1. See Flexible Criteria Narrative. z. 3. 4. 5. 6. 7. 8. Planning&Development Department,100 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567;Fax:727-562-4865 Page 7 of 8 Revised 01112 ° learwater Planning& Development Department � l� Flexible Standard Development Application � Affidavit to Authorize Agent/Representative 1. Provide names of all property owners on deed—PRINT full names: Community Health Center of Pinellas, Inc. 2. That(I am/we are)the owner(s)and record title holder(s)of the following described property: 707 Druid Road East, Clearwater, FL 3. That this property constitutes the property for which a request for(describe request): Construction of a 3,000 S.F. dental clinic with parking spaces. 4. That the undersigned(has/have)appointed and(does/do)appoint: Steven Kelly/Roland P. Dove, P.E. as(his/their)agent(s)to execute any petitions or other documents necessary to affect such petition; S. That this affidavit has been executed to induce the City of Clearwater, Florida to consider and act on the above described property; 6. That site visits to the property are necessary by City representatives in order to process this application and the owner authorizes City representatives to visit and photograph the property described in this application; 7. That(I/we},the undersigned authority, hereby certify that the foregoing is true and correct. Pat Mabe /�„-� 7�'� �� � Property Owner 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 22nd DAY OF MaCCII 2013 , PERSONALLY APPEARED Pat Mabe WHO HAVING BEEN FIRST DULY SWORN DEPOSED AND SAYS THAT HE/SHE FULLY UNDERSTA PS THE CONTENTS OF TME AFFIDAVIT THAT HE/SHE SIGNED. 'v'"' SARAH B WILl.IAMS � 1 '�'`'' �'= c`�� �,,�,�{,��, />������ti'�___� �' '� MY COMMISSION#EE134624 � .%,�., �,.' EXPIRES September 28,2U15 Notary Pub��Sgnature� �07)390-0153 FbridallotarySarvke,r,� (/� Notary Seal/Stamp My Commission Expires: �3/ ,�,�� Planning$Development Department,100 S.Myrtle Avenue,Clearwater,FL 33756,Tel:727-562-4567; Fax:727-562-4865 Page 8 of 8 Revised Oi112 FLEXIBLE CRITERIA NARRATIVE: OVERVIEW: The property at 707 Druid Road consists of approximately 1.99 acres with 1.67 acres located within office "O" District and 0.32 acres located within the Industrial, Research and Technology "IRT"District. The entire site has historically been used for medical office and an existing stormwater pond/swale with all the development located within the "O" District. The site currently contains 11,010 S.F. of inedical office and 646 S.F. of auxiliary storage. We are proposing to replace the 646 S.F. storage building with a 3,000 S.F. Dental Clinic (medical office) and 4,541 S.F. of new vehicular use area(VUA)to support the Dental Clinic. Over 2,110 S.F. (70%) of the new Dental Clinic will be located within the "O" District and less than 890 S.F. (30%) of the new Dental Clinic will be located within the "IRT" District. Approximately 1,347S.F. (30%of the new VUA will be located within the "O" District and 3,194 S.F. (70%) of the new VUA will be located within the "IRT" District. Please note that only 0.06 acres (2,629 S.F.) of the "IRT"District currently lies outside of the existing stormwater swale/pond, rendering it unsuitable for virtually all of the intended uses typically associated with the"IRT"District. We will now address the "O" District and "IRT" District flexible development criteria separately and in detail. OFFICE "O" DISTRICT: As noted above, 70% (2,110 S.F.) of the new dental clinic and 30% (1,347 S.F.) of the new VUA will be located in the "O" District. Medical Clinic is a level one permitted use (CDC-Section 2- 1003.D) subject to the following "O" District flexible standard development standards: • Minimum lot area=20,000 S.F. [86,896 S.F. provided] • Minimum lot width= 100 Ft. [268 FT. to 334 FT. provided] • Maximum height=30 feet [23 feet to peak of roof provided] • Minimum setback(front) =35 feet [87 feet provided] • Minimum setback(side) =20 feet [ 78 feet provided] • Minimum setback(rear) =20 feet [115 feet provided] • Minimum off-street parking= 5/1,000 S.F. =15 spaces [15 spaces provided] (Note: The above data listed as "provided" reflects the Dental Clinic only). The proposed Dental Clinic must also meet the following flexibility criteria: --_. _ _ _ . . ._ _. _. . _ . _ _ _ _ .._ . _ _. 1 � Page C. MEDICAL CLIlvIC: 1. The use of the parcel proposed for development is compatible with the surrounding area. The use of the paxcel proposed for development is compatible with surrounding properties. • The existing structures on the site are currently and have historically been medical clinics.North of the site (across Druid Road) is a RCS Food Bank. East of the site (across Myrtle Avenue) is St. Cecelia Catholic Church. South of the site (across Jasmine Way) is the Advanced Digestive Care Medical Clinic and the back of a warehouse. West of the site is the CSX right-of-way and elevated tracks with a screening wall and the Druhill Professional Center beyond. The use of this parcel for medical clinic has historically been and continues to be compatible with the surrounding properties. 2. All waste disposal containers which serve the proposed use are located within a landscaped enclosed structure. All waste disposal containers which serve the proposed use are located within a landscaped enclosed structure. • The existing medical clinics on the parcel currently use the recently constructed landscaped enclosed structure. The proposed dental clinic will also use the existing landscaped structure. 3. Height: The increase height results in an improved site plan or improved design and appearance. No increase height is requested. 4. Sign: No sign of any kind is designed or located so that any portion of the sign is more than six feet above the finished grade of the front lot line of the paxcel proposed for development unless such signage is a part of an approved comprehensive sign program. No freestanding signs are proposed at this time. Any future signs will be permitted separately and comply with all codes. 5. Front Setback: The reduction in front setback results in an improved site plan or improved design and appearance. The proposed dental clinic requires no reduced front setback. The existing medical center pre-dates the current setback requirements and requires a reduction to fifteen feet along Jasmine Way to accommodate the existing conditions. __. _ _. __ _ _. _ _ 2 � Page 6. Side and rear setbacks: a. The reduction in side and rear setbacks does not prevent access to the rear of any building by emergency vehicles. b. The reduction in side and rear setbacks results in an improved site plan,more efficient parking or improved design and appearance and landscaping in excess of the minimum required. The site has no rear and no reduction in side setback is required. INDUSTRIAL,RESEARCH AND TECHNOLOGY "IRT" DISTRICT: As previously noted, 30% (890 S.F.) of the new dental clinic and 70% (3,194 S.F.) of the new VUA will be located in the"IRT" District. Medical Clinic is not a permitted use in the"IRT" District and must be addressed as a comprehensive infill redevelopment project, subject to the following flexibility criteria: D. Comprehensive Infill redevelopment project. 1. The development or redevelopment is otherwise impractical without deviations from the use and/or development standards set forth in this zoning district; • As noted in the overview, only 16% of the parcel is zoned"IRT"with the remaining 84%zoned"O" and all of the existing and historic development has been in the"O"District. Of the 16% of the site zoned"IRT",most is covered by an existing stormwater swale/pond and only 2,629 S.F. of the "IRT"District is developable without significant impacts to the majority of the site in the "O" District. This is inadequate area for any reasonable permitted use in the"IRT" District. 2. The development or redevelopment will be consistent with the goals and policies of the Comprehensive Plan, as well as with the general purpose, intent and basic planning objective of this Code, and with the intent and purpose of this zoning district. As mentioned,the site and neighborhood is predominately"O"district uses, so allowing the "O"District functions on-site to spill over into the otherwise useable "IRT"District on the site is fully consistent with the goals and policies of the comprehensive plan,the CDC and the zoning district.Note that other"Offices", "Parking" and"Veterinary"uses are permitted within the "IRT"District, so it is not a significant stretch to allow adjacent"Medical Clinic"uses to overlay an otherwise useable sliver of"IRT"District. ___ ___ _ _. .. . 3 � Page 3. The development or redevelopment will not impede the normal and orderly development and improvement of surrounding properties. Surrounding properties are already fully developed. This proposed use will in no way impact any surrounding properties. 4. Adjoining properties will not suffer substantial detriment as a result of the proposed development. The improvements proposed by this plan will in no way harm adjacent properties, and replacing a ditch overgrown with invasive exotic plants with a landscaped pond and medical office will improve the view from adjacent properties. In addition,the expanded sidewalk network associated with the proposed improvements will benefit the flow of pedestrians to this site and the adjoining properties. 5. The proposed use shall otherwise be permitted by the underlying future land use category,be compatible with adjacent land uses, will not substantially alter the essential use characteristics of the neighborhood; and shall demonstrate compliance with one of more of the flowing objectives: a. The proposed use is permitted in this zoning district as a minimum standard, flexible standard or flexible development use. As noted, "office", "parking" and"veterinary" are allowable uses in the"IRT" District, so the related use of"medical clinic"is not an incompatible use of the comprehensive infill redevelopment flexible criteria. "Medical Clinic" is also an allowable use for the majority of the parcel and the vicinity of this parcel. b. The proposed use would be a significant economic contributor to the city's economic base by diversifying the local economy or by creating jobs; A dental clinic will directly benefit the community by providing a needed service to the local residents, increased t�revenue to the City of Clearwater and provide new jobs. c. The Development proposal accommodates the expansion or development of an existing economic contributor. As noted,the majority of this parcel is part of the "O"District and both historically and presently provides"medical clinic" function to the neighborhood. The Dental Clinic is an expansion of the existing economic contributor into a presently unused sliver of"IRT"District. ___ ... _ _ ___ ___ . _ _.___ 4 � Page d. The e. proposed use provides for the provision of affordable housing. While this project does not provide affordable housing, it will provide important medical service to the residents of any affordable housing in the neighborhood and therefore indirectly supports the infrastructure to encourage affordable housing. f. The proposed use provides for development or redevelopment in an area that is chaxacterized by other similar development and where a land use plan amendment and rezoning would result in a spot land use or zoning designation. The proposed use, dental clinic, does provide for development in an area(the same parcel) characterized by similar development(medical clinic). Which a land use plan amendment and rezoning is theoretically possible, simple economics render the time, effort and expense for rezoning 0.1 acre of a 1.99 acre parcel to allow the proposed dental clinic and parking to overlap into the "IRT"District impractical and unnecessary when a reasonable application of the comprehensive infill redevelopment project flexible criteria will achieve the same results (full development of the 0.32 acre "IRT"District on the existing parcel)both faster and cheaper. g. The proposed use provides for the development of a new and/or preservation of a working waterfront use. This project is not part of any waterfront use. 6. Flexibility with regard to use, lot width,required setbacks,height and off-street parking are justified based on demonstrated compliance with all of the following design objectives: a. The proposed development will not impede the normal and orderly development and improvement of the surrounding properties for uses permitted in this zoning district. The only surrounding property with this zoning district("IRT") is fully developed with a warehouse. This proposed use will have no impact. b. The proposed development complies with applicable design guidelines adopted by the city. The proposed development will comply with all city design guidelines. __ _ _. _ _ ._ __. _ __ _ 5 � Page c. The design, scale and intensity of the proposed development supports the established or emerging character of an area. The proposed dental clinic fully supports the established and emerging charcter of the area. d. In order to form a cohesive,visually interesting and attractive appearance, the proposed development incorporates a substantial number of the following design elements: • Changes in horizontal building plans • Use of architectural details such as columns, cornices, stringcourses,pilasters, porticos, balconies, railings, awnings, etc. • Variety in materials, colors and textures. • Distinctive fenestration patterns. • Building stepbacks and • Distinctive roof form. The proposed design incorporates virtually all of the listed design elements. e. The proposed development provides for appropriate buffers, enhanced landscape design and appropriate distances between buildings. The proposed dental clinic incorporates appropriate buffers and enchanced landscaping wherever possible and an appropriate distance between the proposed building and all existing structures. _ __ _ _ _ _ . ___ _ _ __ _ 6 � Page ' � ' Stormwater Management Report � � For � , Clearwater Health Center - Dental Clinic ' 707 Druid Road Clearwater, Florida � ' SEI PROJECT NO.2012-21 � Prepared by: ; � SPRING ENGINEERING, INC. ' 3014 U.S.HIGHWAY 19 HOLIDAY,FLORIDA 34691 PHONE#(727)938-1516 � FAX#(727)942-4174 � ' � SPRING ENGINEER1Ni3„INC. ' ARCHITEC7URE EMCafNEERING LAND PUINldINQ- Tel.:p27)93&157B Faz(727)9a2-at7a E•mail sel2�vedzon.nat ' 1988.2013 25 1'eera of Excellence � ' � ' TABLE OF CONTENTS � 1 1.00 Project Narrative 2.00 Pre-Development Stormwater Routing � Post-Develo ment Routin 3.00 p g i4.00 Geotechnical Report ' � � ' � ' , ' � �, Sf��+�T,�►'���M r ��•'�,' r�`': �&asm;s�: �s;�" '' ' "X "�� �;..a_. ,.�_�rA�� �' '�'�� , ��� D=°P-�'b0g�-�, R�.: c *`.` ! ,.�;�,E�`�NO 3p,y33`i ¢ ;rr: ��,�:�"7`'�'�.�^��c�:, , � y��� �1�:�E ' �� q �" �-.� ,.>� ,;,:;!�vk�, h'� k ,"�k:.:X w9��. � . ,Sr�y ,� .°� _i ' .� 8 � $�S �.�0 ' . . . ' s , ' ' OVERVIEW: � The proposed Dental Clinic at the Clearwater Health Center is to be located on the location of an existing storage shed on a 1.99 acre Office ("0") and Industrial, Research and Technology ("IRT) Zoned urban site located west of Myrtle Avenue between Druid Road and Jasmine Way ' in the City of Clearwater, Florida(Sec.16, Twp. 295, Rng. 15E.) From the soil survey of Pinellas County, the soil in the project vicinity is "Matlacha/St. � Augustine/LJrban Land" typically comprised of sandy mine spoils or earthy fill found on ridges on marine terraces. Borings in the vicinity of the pond and proposed Dental Clinic reveal an upper layer of dark grey sand approximately three feet thick over a layer of black muck two feet � thick over a layer of tan sand greater than fifteen feet thick. From this profile both the upper and lower layers are expected to have a high permeability (6-20 inches/hour typical) and the restrictive muck layer will typically have a low permeability. The existing SHWT is located 1.5 ifeet below the existing surface and is discussed in greater detail later in this report. The stormwater analysis for this site is more complex than usual due to several design ' assumptions necessitated by unusual existing conditions and historic development patterns within the City of Clearwater. We have provided additional details with the narrative to assist the reviewer in understanding the existing conditions, design assumption and alternative post- � development conditions described within this report. EXISTING CONDITIONS: ' This site is art of an extensive urban basin comprised of numerous sub-basins, some of which P appear to function as isolated basins for most storms and some of which have multiple ' interconnections with other sub-basins. The inter-connected urban basin appears to start in the vicinity of Morton Plant Hospital and follow both the railroad right-of-way and South Myrtle Avenue north, past our site, and eventually to the Gulf of Mexico in an open basin. A detailed � analysis of the entire basin is beyond the scope of this report and the resources of Community Health Centers of Pinellas, Inc. Fortunately, with a few reasonable assumptions and some attention to the consequences if those assumptions should prove incorrect, an analysis of the � entire basin is not necessary to provide reasonable assurance that our proposed design will have no adverse impacts. The historic evidence indicates that at one time, a swale along the railroad � right-of-way provided a continuous conveyance of stromwater from far south of our site to far north. Over the decades, this system has been modified by development, diverted with storm pipes and interconnected with numerous other urban stormwater networks. ' The existing pond along the west property line of our site may once have been part of this conveyance swale, but has long ceased to function in that capacity (since at least before the ' construction of the existing storm systems serving Jasmine Way and Druid Road). We believe that the historic swale can be discerned in the existing grades near the southwest corner of the site along the centerline of Jasmine Way. This swale probably once continued south along the ' CSX right-of-way, but currently connects to a sump and headwall immediately south of our site, and is piped from Jasmine Way to Magnolia Drive before connecting with an existing swale along the CSX right-of-way. It is our belief, after studying the existing field conditions, that for , ' � , most storrns the sump, pipes and swale south of our site retain the runoff and percolate via the swale along the CSX right-of-way from Magnolia Drive to Jeffords Street and the swale along , Magnolia Drive extending west of the CSX right-of-way. It is probable that at some storm intensity, this system will overflow the historic swale south of , our site (elevation 23.2 and higher) and pass through our historic stromwater pond and into the manhole along Druid Road. However, multiple stormwater connections and overflow routes exist between the swale south of our site and Druid Road, so it is impossible to know how much ' of the flow for any specific storm passes through our historic pond. Since the evidence indicates that most storms do not dischaxge runoff from the sump south of our � site through our pond, we will design our revised pond under the assumption of no off-site flow from the sub-basin immediately south of Jasmine Way. However, we will accommodate any extreme storm events (like the 100-year, 24-hour storm) by designing our pond with a DHW '' below the elevation of 23.2 (the lowest possible inflow elevation). This will a11ow the proposed stromwater system to continue to function as a swale from Jasmine Way to Druid Road. � The existing stormwater pond on our site discharges to a stromwater manhole along Druid Road at elevation 18.95 via a 2.2' x 1.8' rectangular orifice cut into the side of the manhole. Since this "orifice" is at the lowest point in the existing pond, there is no historic retention for water ' quality, and only minimal attenuation of water quantity. The existing 24" CMP along Druid Road flows to a larger 48" RCP along Myrtle Avenue and then to the north. In the event the pipe along Myrtle Avenue cannot handle the flow, the 24" pipe along Druid Road can also discharge ' to a swale along the CSX right-of-way north of Druid Road and a 36" RCP below the swale. With so many downstream conveyances, we find it unlikely that our existing swale should be required for storage of runoff from the downstream sub-basin north of our site. ' From all of the available data, it a ears that the stormwater pond/swale along our west property Pp line serves a relatively small 1.60 acre basin for the majority of the storms, with an , undertminable potential to function as a transportation swale from Jasmine Way to Druid Road for the most extreme storm events. It also appears that this 1.60 acre sub-basin receives minimal off-site inflow from the railroad right-of-way, Jasmine Way and the Druid Road right-of-way ' (and no inflow from the Druid Road storm system). We will therefore continue by examining this 1.60 acre sub-basin in isolation for historic retention, attenuation and discharge rates. � Because of the uncertainty concerning extreme storm events, we will examine this historic basin for both the 25-year-24-hour, and 100-year-24hour events. , PRE-DEVELOPMENT STORMWATER RATING: We conducted an analysis of the existing storm pond/swale and 1.60 acre basin using the Ponds , software. WATER QUALITY: , Since there is no retention volume within the pond, we conducted a wet-pond water quality analysis for the existing conditions. This is not, strictly speaking, a wet pond since the SHWT is , , ' ' about 1.5 feet below the bottom of the pond, but the pond is slightly more likely to be inundated 60+ hours (due to unforeseeable downstream conditions) than to percolate the required retention ' volume before the pond drains through a nearby four square foot orifice. Routing a 5,808 cubic foot sump load (1.60 acres x 1.0 inches) indicates that the existing pond would stage up to a design low water (DLW) of 21.41 and drain away in less than two hours. The existing pond , meets neither the dry pond criteria of retaining the first half—inch of runoff or the wet pond criteria of detaining the first one-inch of runoff and discharge less than half of the detention volume in sixty hours. This pond provides no water quality volume or treatment of the runoff � and functions more like a swale than a pond. 25-YEAR-24-HOUR(PRE-D): � Routing the runoff for a 25-year, 24-hour storm event from the 1.60 acre basin through the existing pond indicates a peak stage (design high water) of 19.89 with a peak dischaxge rate of � 3.81 CFS and a total discharge volume of 27,172 cubic feet. Since this is an open basin, the 25- year, 24-hour storm is the correct design storm per the City of Clearwater stormwater criteria and there is no restriction on the total discharge volume. ' 100-YEAR,24-HOUR(PRE-D): ' Although the 25-year, 24-hour storm is the typical design storm for an open basin for both the City of Clearwater and the SWFWMD, we have identified the potential for unusual routing patterns for extreme stormwater events (like the 100-year, 24-hour storm) and wish to analyze , the pond for a 100-year, 24-hour event to ensure adequate safety is built into our proposed modifications to prevent adverse unintended consequences during these extreme events. Routing the runoff for a 100-year, 24-hour storm event from the 1.60 acre basin through the existing pond , indicates a peak stage (DHW) of 19.93 with a peak discharge rate of 5.46 CFS and a total discharge volume of 37,527 cubic feet. tOBSERVATION(PRE-D): I Note that the 1.60 acre basin which must drain to the existing pond/swale will require the pond volume below elevation 19.89 for a 25-year, 24-hour storm and below elevation 19.93 for a 100- year, 24-hour storm. Any overflow from the basin to the south or backing up from the Druid ' Road storm system must stack on top of these elevations. This observation will play an important part in our design of the proposed pond and its ability to accommodate unforeseen inflows. ' PROPOSED DEVELOPMENT: As stated earlier, the 1.60 acre basin appears to function without any outside inflow for the vast � majority of the storms with only an undeterminable possibility of inflow during the most extreme storm events. We will, therefore, proceed to analyze the proposed pond and 1.6 acre basin in isolation from the basins to the north and south. Contingencies for unexpected inflow will be ' discussed at the end. , ' � ' Geotechnical investigation within the existing ground indicates a two foot thick less permeable layer located about three feet below existing grade. Above and below this layer, the sand has a ' permeability of 6-20 inches per hour. The Geotech Report indicates a SHWT about 1.5 feet below the surface, but notes that this water table could drop significantly if the confining layer were penetrated. The same Geotech Report notes that this confining layer must be removed 1 below the proposed building immediately adjacent to the existing pond. Since the penetration of the confining layer is unavoidable, the post-development SHWT cannot be predicted. We have addressed this uncertainty by designing the proposed pond to function as either a wet pond or a 1 dry pond as we will describe in more detail. WATER QUALITY—DRY POND (POST—D): � Note from the plans that the pond has been designed with a sump having a bottom of pond elevation of 16.00 which penetrates the existing confining layer and allows the pond to drain into � the high permeability sands beneath. Since the SHWT could drop to any level, below elevation 12.5 being quite possible, we have analyzed the pond as a dry pond with a SHWT of 15 (1' below the bottom of pond), a horizontal permeability of nine feet per day (based on SCS 1 minimum values), and a water quality slug of 3,762 cubic feet (1/2 inch over 2.11 acres). Note that we have used 2.11 acres rather than the 1.60 acres for the actual basin. The water quality volume includes the runoff from the untreated portion of the site which currently drains east to ' the Myrtle Avenue storm system (via an inlet in the northeast corner of the site). Since we cannot intercept and treat the actual runoff from the eastern portion of the site we have done the next best thing and provided over treatment of the 1.60 acre basin to balance out the missing ' treatment along Myrtle Avenue. From the post-development routing (scenario 1) the 3,762 cubic foot slug load to the dry pond � will stage up to elevation 17.76 (DLW-Dry pond) and recover within 72 hours. If the actual SHWT is lower than elevation 15.0, then the pond will recover faster. If the SHWT is higher than elevation 15.0, then the quality volume will stage higher than 17.76, but the outfall control ' structure has been designed to retain all inflow below elevation 19.0 for reasons explained more fully under the wet pond analysis. ' WATER QUALITY-WET POND (POST—D): , The Geotechnical Report located a SHWT 1.5 feet below existing grade (elevation 19.0 at the point of the auger boring). However, the existing pond has an orifice at elevation 18.95 so the current water table physically cannot be higher than 18.95 in the pond itself. As mentioned ' earlier, the post-development SHWT cannot be predicted since the confining layer will be penetrated potentially lowering the SHWT significantly and the existing orifice will be closed potentially raising the SHWT significantly. The best data we possess indicates that the current 1 SHWT in the existing pond does not exceed elevation 19.0, so we propose to set elevation 19.0 as the upper limit on post-development SHWT and enforce this elevation by installing new orifice (3/4" diameter). The 3/4" orifice at elevation 19.00 will serve to limit the SHWT to a � maximum elevation and to draw down the water quality volume to be stacked above the orifice. Setting the SHWT to elevation 19.00 and routing a 7.523 cubic foot slug load (2.11 acres x 1- , ' ' , inch runof� through the pond yields a pea.k stage of 19.85 (DLW-wet pond) and recovers 3,444 cubic feet in six hours. (Less than half of the 7,523 cubic feet quality volume). ' Thus whether the new pond has a low SHWT or a high SHWT, treatment for water utility will be provided for the entire 2.11 acres of contributive basin and non-contributive site. The proposed , pond will also provide greater retention volume than the existing pond and will contribute more to recharging the aquifer. With this solution, everyone wins. ' Scenario 3 exmaines the same 1-inch slug load as scenario 2, but includes the effect of percolation in the wet pond and recovery, after thirty-six hours, the pond will recover to elevation 19.45,which is the initial stage for wet pond attenuation calculations. � 25-YEAR,24-HOUR STORM WET POND): , Starting with the wet pond assumptions for the post-development condition (SHWT=19.0, DLW=19.85, thirty-six hour draw down = elevation 19.45) and routing the runoff for a 25-year, 24-hour storm event for the 1.60 acre basin through the proposed pond indicates a peak stage ' (DHW) of 21.72 with a peak discharge rate of 0.03 cfs through the 3/4" orifice and a total discharge volume of 9,801 cubic feet. Since this is an open basin, the 25-year. 24-hur storm is the correct design storm per the City of Clearwater storm criteria. , Comparing these post-development results to the pre-development routing of a 25-year, 24-hour storm indicates that the peak stage will increase from 19.89 (pre-D) to 21.72 (post-D), or about ' 1.83 feet. However, this scenario also assumes that the water quality volume in the pond has increased from 0 cubic feet (Pre-D) to 7,523 cubic feet (Post-D). And the water level at the start of the storm has increased from 18.95 (Pre-D)to 19.45 (Post-D), or about 0.5 feet. ' While it a ears at first lance that the existin ond has lost stora e ca acit this is not the PP g g P g P Y� ' case. First of all, this is the less likely post-development scenario. It is far more likely that piercing the confining layer will significantly lower the SHWT and this proposed pond will function as a dry pond. See the analysis of the proposed pond as a dry pond for the results of that 1 scenario. Second, the post-development condition discharges sigmficantly less than the existing pond. The 1 outfall control structure (OCS) could be modified to discharge more and lower the peak stage, but the 100-year storm routings indicate that this is not necessary for the pond to function properly and provide no adverse impacts to overflow from the basin south of Jasmine Way. ' Third, the 9,837 cubic feet of runoff infiltrated by the post-development pond (compared to 0 C.F. infiltrated by the existing pond) will help to recharge the local aquifer which in turn reduces the risk of sinkholes and generally benefits the environment. � The potentially increased stage in the pond is acceptable and beneficial and should not be viewed as a concern or in any way negative. ' , ' ' , 25-YEAR,24-HOUR STORM (DRY POND): ' Starting with the more likely dry pond assumptions for the post-development condition (SHWT = 15.0; DLW = 17.76; Initial Water Level = 15.0) and routing the runoff for 25-year, 24-hour storm event for the 1.60 acre basin through the proposed pond indicates a peak stage (DHW) of ' 20.32 with a peak discharge rate of 0.02 CFS through the 3/4" inch orifice and a total discharge volume of 3,975 cubic foot. As an open basin, this is the correct design storm for the City of Clearwater storm criteria. ' As in the analysis of the 25-year, 24-hour storm through a wet pond,the peak stage has increased from 19.89 (Pre-D)to 20.32 (Post-D), but this is not a concern for all of the reasons stated under � the wet pond analysis. The proposed pond retains and infiltrates 20,063 cubic feet as a dry pond, compared to 9,837 cubic feet as a wet pond or 0 cubic feet for the existing pond. 1 Since there exists an unknown potential for overflow from the basin south of Jasmine Way through our pond and into the Druid Road storm system, it is beneficial to repeat the post-D wet pond and dry pond analysis for the 100-year, 24-hour storm. ' 100-YEAR,24-HOUR(WET POND): , Starting with the wet pond assumptions for the post-development condition (SHWT = 19.0; DLW=19.85; 36-hour draw down = 19.45) and routing the runoff from a 100-year. 24-hour storm through the proposed pond indicates a peak stage (DHW) of 22.26 with a peak discharge ' rate of 0.04 CFS through the 3/a" inch orifice and a total discharge volume of 10,826 cubic feet. Comparing these results to the pre-development condition, the peak stage increase from 19.93 ' (pre-D)to 22.26 (post-D); the peak discharge drops form 5.46 CFS (pre-D) to 0.04 CFS (post-D) and the total discharge volume drops from 37,527cubic feet (pre-D) to 10,825 cubic feet (post- D). ' The increase in stage is due to the fact that the post-development pond will in fact act like a pond, retaining water quality volume and detaining an attenuation volume to reduce the adverse ' impacts of runoff on the existing downstream storm systems. The existing pond, in contrast, functions as a swale, providing no treatment volume and almost no attenuation. As noted earlier for the 25-year, 24-hour wet pond analysis, the proposed pond is far more likely to function as a � dry pond;this analysis represents a worst case scenario. 100-YEAR,24-HOUR(DRY POND): , Starting with the dry pond assumptions (SHWT/initial water level = 15.0; DLW = 17.76) and routing the runoff from a 100-year, 24-hour storm through the proposed pond indicates a peak � stage (DHW) of 21.08 with a peak discharge of 0.03 CFS and a total discharge volume of 6,607 cubic feet. Comparing this to the pre-development condition indicates an increase in peak stage from 19.93 (pre-D) to 21.08 (post-D); a drop in peak discharge from 5.46 CFS (pre-D) to 0.03 ' CFS (post-D) and decrease in total discharge volume from 37,527 cubic feet (pre-D) to 6,607 cubic feet(post-D). ' , ' , Like the 100-year, 24-hour wet pond analysis,the increase in stage is not a cause for concern, but rather the result of the proposed pond providing actual retention of water quality and detention of ' attenuation volume. SUMMARY OF RESULTS: , Peak Stage Peak Discharge Total Dischaxge 25-Year, 24-Hour Existin 19.89 3.82 CFS 27,151 CF ' 25-Year,24-Hour Wet Pond 21.72 0.03 CFS 9,801 CF 25-Year, 24-Hour Dry Pond 20.32 0.02 CFS 3,975 CF � 100-Year,24-Hour Existing 19.93 5.46 CFS 37,506 CF 100-Year, 24-Hour Wet Pond 22.26 0.04 CFS 10,827 CF 100-Year, 24-Hour Dry Pond 21.08 0.03 CFS 6,607 CF , ' The existing swale provides no water quality treatment volume and may actually be drawing down the local SHWT. Whether the unpredictable post-development water table caused the , proposed pond to function as wet pond or dry pond, the proposed pond will provide greater then 1/Z-inch dxy retention and/or greater than 1-inch wet detention for the runoff from 2.11 acres (the 1.6 acre contributing basm and the untreated portion of the site draining to Myrtle Avenue). The � proposed pond represents a substantial improvement in water quality, and will increase the recharge value to the local aquifer. , Examining the summary for Pre-D vs. Post-D attenuation, the existing swale /pond provides almost none and the proposed pond (wet or dry conditions) will significantly reduce both the peak discharge rate and the total discharge volume to the Druid Road storm system. Not only ' will this improve conditions down stream, but the volume of discharge that no longer enters the Druid Road storm system will be added to the recharge of the local shallow aquifer. , All of these benefits come at the cost of a high peak stage in the existing pond; from 19.89 for the 25-hour, 24-hour storm (existing pond) to as high as 22.26 for the 100-year, 24-hour storm (new wet pond). So let's take a closer look at what this increase in stage means for the adjacent � properties and stormwater systems. IMPACT TO DRUID ROAD: � The peak stage of elevation 22.26 places the DHW well below the elevation of Druid Road (approximately elevation 24.5 to 27.5 in the vicinity of the pond). So the increase stage posses no � adverse flooding impacts to the actual road. (Similarly, the railroad right-of-way and Jasmine Way are far above the new peak stage and in no danger of flooding). , It is possible that the multiple downstream paths from Druid Road are inadequate and the Druid Road storm system may occasionally back up into the existing swale on our site (but very unlikely). However, the storage capacity available above the existing 19.89 to 19.93 peak stages , ' - _ ' , is far outweighed by the 3.8 to 5.4 CFS reduction in discharge rate for our site to Druid Road and the fourteen thousand to thirty thousand cubic feet reduction in discharge volume from our site. ' Note also that a flooded Druid Road storm system could theoretically discharge in to the pond via the 3/4-inch orifice set at elevation 19.0 and through the emergency overflow weir at elevation 22.27. Furthermore,the volume in the pond above elevation 22.27 is available as additional flood � water storage volume in the unlikely event that the downstream conveyances from Druid Road should be inadequate. This proposed pond should have no adverse impact on the Druid Road storm system, and should improve conditions by reducing discharge to the Druid Road storm ' system. IMPACT TO EXISTING SITE: � The existing parking lot is above elevation 23.5, so a 100-year, 24-hour peak stage below 22.3 should have no adverse impact on this site. Lowering the water table and increasing the storage � volume in the pond should improve drainage on the site for more typical storms. IMPACT TO BASINS SOUTH OF JASMINE WAY: ' While Jasmine Way itself is safe from flooding or adverse impacts, the possibility exists for an undeterminable outfall from the basin to the south into our existing swale and proposed pond. A , closer examination of existing grades south of the site reveals that this sump along Jasmine Way cannot discharge to our site below elevation 23.2 due to the existing profile of what we believe to be the historic swale along the CSX railroad tracks. Since even our worst case DHW of 22.26 � (100-Year, 24-hour storm-wet pond) is below elevation 23.2, the increase stage in the pond will not restrict any overflow from the basin the south. If an extreme storm event should cause the south basin to overflow to the existing swale, the volume of stormwater inflow would compete 1 with the runoff from the site already in the swale and be restricted by the capacity of the existing square orifice to discharge to Druid Road. Under our proposed pond conditions, the overflow from the south would be detained in our proposed pond up the DHW stage of 22.27. Above , 22.27,the off-site inflow would be allowed to bypass the new ponds and discharge directly to the Type C inlet and into the Druid Road storm system. Whatever volume was available in the proposed pond would attenuate at least some of the overflow from the south, reducing the rate � and volume of discharge to the Druid Road storm system and even in a worst imaginable case, the runoff from the south would flow over the site's attenuation volume and dischaxge directly to , Druid Road with no attenuation; so the upstream basin will suffer no adverse impacts and the reduced on-site flow to Druid Road will still reduce the total flow to Druid Road. � CONCLUSIONS: We have worked very hard to address all possible concerns with the project and to ensure that , the proposed design will, at least, do no harm and in almost all reasonable scenarios provide as much stormwater and environmental benefit as possible. We believe this design to be both reasonable and beneficial and urge the reviewers to approve it. , � � ' � ' � ' � � ' � Pre-Development � Stormwater Routing r � � � � � � t � ' PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Proiect Data Project Name: Clearwater Health-Dental Clinic rSimulation Description: 25 year-24 hour Pre-Development 100 year-24 hour Pre-Development Water Quality Pre-Development � Project Number: 2012-21 Engineer : ATP � Supervising Engineer: RPD Date: 03-18-2013 , Aquifer Data � Base Of Aquifer Elevation, [B](ft datum): 17.45 Water Table Elevation, [WT](ft datum): 18.95 � Horizontal Saturated Hydraulic Conductivity, [Kh](ft/day): 9.00 Fillable Porosity, [n](%): 20.00 � Vertical infiltration was not considered. Geometrv Data ' Equivalent Pond Length, [L](ft): 300.0 Equivalent Pond Width, [WJ(ft): 84.0 ' Ground water mound is expected to intersect the pond bottom � Staqe vs Area Data Stage Area � (ft datum) (ft2) 18.95 1.0 20.00 53.0 20.50 1374.0 1 21.00 5994.0 21.50 12297.0 22.00 16299.0 22.50 19783.0 ' 23.00 25321.0 23.50 31554.0 24.00 45280.0 � � Clearwater Health-Dental Clinic 03-18-2013 09:5839 Page 1 ' ' PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Discharqe Structures Discharge Structure#1 is active as orifice ' Structure Parameters Description: 2.2 x 1.8 foot hole ' Orifice elevation, (ft datum): 19.85 Orifice coefficient: 4.9 Orifice area, (ft2): 3.96 Orifice exponent: 0.5 ' Tailwater-disabled,free discharge � Discharge Structure#2 is inactive Discharge Structure#3 is inactive � f � ' ' � � � ' , � Clearwater Health-Dental Clinic 03-18-2013 09:58:40 Page 2 ' ' PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Scenario Input Data Scenario 9 :: Existing Conditions (25 year-24 hour Storm) , Hydrograph Type: Inline SCS •Modflow Routing: Routed without infiltration Repetitions: 1 ' Basin Area(acres) 1.600 Time Of Concentration(minutes) 15.0 DCIA(%) 33.5 , Curve Number 39 Design Rainfall Depth(inches) 10.0 Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 ' Rainfall Distribution SCS Type II Florida Modified Initial ground water level(ft datum) default, 18.95 � No times after storm specified. Scenario 2 :: Existing Conditions(100 year-24 hour Storm) ' Hydrograph Type: Inline SCS •Modflow Routing: Routed without infiltration Repetitions: 1 ' Basin Area(acres) 1.600 Time Of Concentration(minutes) 15.0 DCIA(%) 33.5 Curve Number 39 t Design Rainfall Depth(inches) 12.5 Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 Rainfall Distribution SCS Type II Florida Modified ' Initial ground water level(ft datum) default, 18.95 No times after storm specified. ' Scenario 3 :: Water Quality-Wet Pond(1.60 ac x 1-inch) ' Hydrograph Type: Slug Load •Modflow Routing: Routed without infiltration Treatment Volume(ft') 5808 ' Initial ground water level(ft datum) default, 18.95 Time After Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event Storm Event � (days) (days) (days) (days) (days) 0.001 0.500 1.100 1.700 2.300 0.002 0.600 1.200 1.800 2.400 0.100 0.700 1.300 1.900 2.500 , 0.200 0.800 1.400 2.000 0.300 0.900 1.500 2.100 0.400 1.000 1.600 2.200 � Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 3 ' , PONDS Version 3.2.0147 � Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. 1 Detailed Results :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative I Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft3) Volume(ft') Type 0.000 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.033 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfii ' 0.067 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.100 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.133 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.167 D.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.200 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.233 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil � 0.267 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.300 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.333 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.367 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.400 0.0001 0.0000 18.954 0.00000 0.00000 0.0 0.0 0.0 Nolnfii , 0.433 0.0002 0.0000 18.964 0.00000 0.00000 0.0 0.0 0.0 Nolnfii 0.467 0.0005 0.0000 18.983 0.00000 0.00000 0.1 0.0 0.0 Nolnfil 0.500 0.0010 0.0000 19.011 0.00000 0.00000 0.2 0.0 0.0 Nolnfil 0.533 0.0017 0.0000 19.045 0.00000 0.00000 0.3 0.0 0.0 Nolnfil 0.567 0.0027 0.0000 19.084 0.00000 0.00000 0.6 0.0 0.0 Nolnfil 0.600 0.0037 0.0000 19.128 0.00000 0.00000 1.0 0.0 0.0 Nolnfil � 0.633 0.0049 0.0000 19.175 0.00000 0.00000 1.5 0.0 0.0 Nolnfil 0.667 0.0061 0.0000 19.224 0.00000 0.00000 2.1 0.0 0.0 Nolnfil 0.700 0.0074 0.0000 19.275 0.00000 0.00000 2.9 0.0 0.0 Nolnfil 0.733 0.0087 0.0000 19.328 0.00000 0.00000 3.9 0.0 0.0 Nolnfil 0.767 0.0101 0.0000 19.382 0.00000 0.00000 5.0 0.0 0.0 Nolnfil ' 0.800 0.0114 0.0000 19.436 0.00000 0.00000 6.3 0.0 0.0 Nolnfil 0.833 0.0128 0.0000 19.491 0.00000 0.00000 7.8 0.0 0.0 Nolnfil 0.867 0.0141 0.0000 19.547 0.00000 0.00000 9.4 0.0 0.0 Nolnfil 0.900 0.0155 0.0000 19.602 0.00000 0.00000 11.2 0.0 0.0 Nolnfil 0.933 0.0168 0.0000 19.658 0.00000 0.00000 13.1 0.0 0.0 Nolnfil , 0.967 0.0181 0.0000 19.714 0.00000 D.00000 15.2 0.0 0.0 Nolnfil 1.000 0.0194 0.0000 19.770 0.00000 0.00000 17.5 0.0 0.0 Nolnfil 1.033 0.0206 0.0000 19.826 0.00000 0.00000 19.9 0.0 0.0 Nolnfil 1.067 0.0220 0.0000 19.850 0.00000 0.02433 22.4 0.0 1.5 Nolnfil 1.100 0.0235 0.0000 . 19.850 0.00000 0.02117 25.1 0.0 4.2 Nolnfil 1.133 0.0251 0.0000 19.850 0.00000 0.02747 28.1 0.0 7.1 Nolnfil , 1.167 0.0268 0.0000 19.850 0.00000 0.02453 31.2 0.0 10.2 Nolnfil 1.200 0.0285 0.0000 19.850 0.00000 0.03086 34.5 0.0 13.6 Nolnfil 1.233 0.0302 0.0000 19.850 0.00000 0.02784 38.0 0.0 17.1 Nolnfil 1.267 0.0317 0.0000 19.850 0.00000 0.03403 41.7 0.0 20.8 Nolnfil 1.300 0.0332 0.0000 19.850 0.00000 0.03085 45.6 0.0 24.7 Nolnfil ' 1.333 0.0346 0.0000 19.850 0.00000 0.03688 49.7 0.0 28.7 Nolnfil 1.367 0.0359 0.0000 19.850 0.00000 0.03357 53.9 0.0 33.0 Nolnfil 1.400 0.0372 0.0000 19.850 0.00000 0.03947 58.3 0.0 37.4 Nolnfil 1.433 0.0384 0.0000 19.850 0.00000 0.03604 62.8 0.0 41.9 Nolnfil 1.467 0.0395 0.0000 19.850 0.00000 0.04184 67.5 0.0 46.6 Nolnfil � 1.500 0.0406 0.0000 19.850 0.00000 0.03832 72.3 0.0 51.4 Nolnfil 1.533 0.0417 0.0000 19.850 D.00000 0.04398 77.3 0.0 56.3 Nolnfil 1.567 0.0426 0.0000 'I9.850 0.00000 0.04024 82.3 0.0 61.4 Nolnfil 1.600 0.0433 0.0000 19.850 0.00000 0.04559 87.5 0.0 66.5 Nolnfil 1.633 0.0438 0.0000 19.850 0.00000 0.04147 92.7 0.0 71.7 Nolnfil 1.667 0.0442 0.0000 19.850 0.00000 0.04647 98.0 0.0 77.0 Nolnfil , 1.700 0.0445 0.0000 19.850 0.00000 0.04218 103.3 0.0 82.3 Nolnfil 1.733 0.0448 0.0000 19.850 0.00000 0.04715 108.6 0.0 87.7 Nolnfil 1.767 0.0452 0.0000 19.850 0.00000 0.04289 114.0 0.0 93.1 Nolnfil 1.800 0.0456 0.0000 19.850 0.00000 0.04790 119.5 0.0 98.5 Nolnfil 1.833 0.0460 0.0000 19.850 0.00000 0.04368 125.0 0.0 104.0 Nolnfil 1 1.867 0.0464 0.0000 19.850 0.00000 0.04870 130.5 0.0 109.6 Nolnfil 1.900 0.0468 0.0000 19.850 0.00000 0.04450 136.1 0.0 115.2 Nolnfil 1.933 0.0472 0.0000 19.850 0.00000 0.04951 141.8 0.0 120.8 Nolnfil 1.967 0.0476 0.0000 19.850 0.00000 0.04530 147.5 0.0 126.5 Nolnfil 2.000 0.0480 0.0000 19.850 0.00000 0.05032 153.2 0.0 132.2 Nolnfii � 2.033 0.0485 0.0000 19.850 0.00000 0.04619 159.0 0.0 138.0 Nolnfil 2.067 0.0491 0.0000 19.850 0.00000 0.05140 164.8 0.0 143.9 Nolnfil 2.100 0.0499 0.0000 19.850 0.00000 0.04757 170.8 0.0 149.8 Nolnfil 2.133 0.0508 0.0000 19.850 0.00000 0.05309 176.8 0.0 155.9 Nolnfil 2.167 0.0517 0.0000 19.850 0.00000 0.04942 183.0 0.0 162.0 Nolnfil 2.200 0.0526 0.0000 19.850 0.00000 0.05491 189.2 0.0 168.3 Nolnfil � 2.233 0.0534 0.0000 19.850 0.00000 0.05113 195.6 0.0 174.6 Nolnfil 2.267 0.0542 0.0000 19.850 0.00000 0.05646 202.0 0.0 181.1 Nolnfil 2.300 0.0548 0.0000 19.850 0.00000 0.05255 208.6 0.0 187.6 Nolnfil 2.333 0.0555 0.0000 19.850 0.00000 0.05776 215.2 0.0 194.2 Nolnfil 2.367 0.0560 0.0000 19.850 0.00000 0.05375 221.9 0.0 200.9 Nolnfil , 2.400 0.0566 0.0000 19.850 0.00000 0.05887 228.6 0.0 207.7 Nolnfil 2.433 0.0571 0.0000 19.850 0.00000 0.05480 235.5 0.0 214.5 Nolnfil 2.467 0.0576 0.0000 19.850 0.00000 0.05986 242.3 0.0 221.4 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 4 � , PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overtlow Cumuiative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 2.500 0.0580 0.0000 19.850 0.00000 0.05575 249.3 0.0 228.3 Nolnfil 2.533 0.0585 0.0000 19.850 0.00000 0.06076 256.3 0.0 235.3 Nolnfil 2.567 0.0589 0.0000 19.850 0.00000 0.05660 263.3 0.0 242.4 Nolnfil � 2.600 0.0593 0.0000 19.850 0.00000 0.06158 270.4 0.0 249.4 Nolnfil 2.633 0.0597 0.0000 19.850 0.00000 0.05739 277.5 0.0 256.6 Nolnfil 2.667 0.0600 0.0000 19.850 0.00000 0.06232 284.7 0.0 263.8 Nolnfil 2.700 0.0604 0.0000 19.850 0.00000 0.05811 292.0 0.0 271.0 Nolnfil 2.733 0.0607 0.0000 19.850 0.00000 0.06301 299.2 0.0 278.3 Nolnfil � 2.767 0.0611 0.0000 19.850 0.00000 0.05878 306.5 0.0 285.6 Nolnfil 2.800 0.0614 0.0000 19.850 0.00000 0.06365 313.9 0.0 292.9 Nolnfil 2.833 0.0617 0.0000 19.850 0.00000 0.05939 321.3 0.0 300.3 Nolnfil 2.867 0.0620 0.0000 19.850 0.00000 0.06424 328.7 0.0 307.7 Nolnfil 2.900 0.0622 0.0000 19.850 0.00000 0.05996 336.1 0.0 315.2 Nolnfil ' 2.933 0.0625 0.0000 19.850 0.00000 0.06478 343.6 0.0 322.7 Nolnfil 2.967 0.0628 0.0000 19.850 0.00000 0.06049 351.1 0.0 330.2 Nolnfil 3.000 0.0630 0.0000 19.850 0.00000 0.06528 358.7 0.0 337.7 Nolnfil 3.033 0.0634 0.0000 19.850 0.00000 0.06109 366.3 0.0 345.3 Nolnfil 3.067 0.0639 0.0000 19.850 0.00000 0:06616 373.9 0.0 352.9 Nolnfil 3.100 0.0647 0.0000 19.850 0.00000 0.06242 381.6 0.0 360.6 Nolnfil � 3.133 0.0658 0.0000 19.850 0.00000 0.06806 389.4 0.0 368.5 Nolnfil 3.167 0.0669 0.0000 19.850 0.00000 0.06467 397.4 0.0 376.4 Nolnfil 3.200 0.0680 0.0000 19.850 0.00000 0.07030 405.5 0.0 384.5 Nolnfil 3.233 0.0690 0.0000 19.850 0.00000 0.06675 413.7 0.0 392.8 Nolnfil 3.267 0.0699 0.0000 19.850 0.00000 0.07214 422.0 0.0 401.1 Nolnfil , 3.300 0.0706 0.0000 19.850 0.00000 0.06837 430.5 0.0 409.5 Nolnfil 3.333 0.0713 0.0000 19.850 0.00000 0.07355 439.0 0.0 418.0 Nolnfil 3.367 0.0719 0.0000 19.850 0.00000 0.06962 447.6 0.0 426.6 Nolnfil 3.400 0.0724 0.0000 19.850 0.00000 0.07467 456.2 0.0 435.3 Nolnfil 3.433 0.0729 0.0000 19.850 0.00000 0.07065 465.0 0.0 444.0 Nolnfil , 3.467 0.0734 0.0000 19.850 0.00000 0.07561 473.7 0.0 452.8 Nolnfil 3.500 0.0738 0.0000 19.850 0.00000 0.07153 482.6 0.0 461.6 Nolnfil 3.533 0.0741 0.0000 19.850 0.00000 0.07633 491.4 0.0 470.5 Nolnfil 3.567 0.0742 0.0000 19.850 0.00000 0.07190 500.3 0.0 479.4 Nolnfil 3.600 0.0739 0.0000 19.850 0.00000 0.07617 509.2 0.0 488.3 Nolnfil 3.633 0.0734 0.0000 19.850 0.00000 0.07111 518.1 0.0 497.1 Nolnfil ' 3.667 0.0727 0.0000 19.850 0.00000 0.07494 526.8 0.0 505.9 Nolnfil 3.700 0.0720 0.0000 19.850 0.00000 0.06979 535.5 0.0 514.5 Nolnfil 3.733 0.0715 0.0000 19.850 0.00000 0.07372 544.1 0.0 523.2 Nolnfil 3.767 0.0710 0.0000 19.850 0.00000 0.06878 552.7 0.0 531.7 Nolnfil 3.800 0.0707 0.0000 19.850 0.00000 0.07291 561.2 0.0 540.2 Nolnfil ' 3.833 0.0704 0.0000 19.850 0.00000 0.06814 569.6 0.0 548.7 Nolnfil 3.867 0.0702 0.0000 19.850 0.00000 0.07239 578.1 0.0 557.1 Nolnfil 3.900 0.0700 0.0000 19.850 0.00000 0.06773 586.5 0.0 565.5 Nolnfil 3.933 0.0698 0.0000 19.850 O.OD000 0.07206 594.9 0.0 573.9 Nolnfil 3.967 0.0697 0.0000 19.850 0.00000 0.06747 6032 0.0 582.3 Nolnfil ' 4.000 0.0696 0.0000 19.850 0.00000 0.07183 611.6 0.0 590.6 Nolnfil 4.033 0.0696 0.0000 19.850 0.00000 0.06737 619.9 0.0 599.0 Nolnfil 4.067 0.0698 0.0000 19.850 0.00000 0.07204 628.3 0.0 607.3 Nolnfil 4.100 0.0703 0.0000 19.850 0.00000 0.06807 636.7 0.0 615.7 Nolnfil 4.133 0.0711 0.0000 19.850 0.00000 0.07335 645.2 0.0 624.2 Nolnfil 4.167 0.0721 0.0000 19.850 0.00000 0.06984 653.8 0.0 632.8 Nolnfil � 4.200 0.0730 0.0000 19.850 0.00000 0.07524 662.5 0.0 641.5 Nolnfil 4.233 0.0739 0.0000 19.850 0.00000 0.07163 671.3 0.0 650.3 Nolnfil 4.267 0.0746 0.0000 19.850 0.00000 0.07681 680.2 0.0 659.2 Nolnfil 4.300 0.0752 0.0000 19.850 0.00000 0.07298 689.2 0.0 668.2 Nolnfil 4.333 0.0757 0.0000 19.850 0.00000 0.07796 698.3 0.0 677.3 Nolnfil � 4.367 0.0762 0.0000 19.850 0.00000 0.07398 707.4 0.0 686.4 Nolnfil 4.400 0.0766 0.0000 19.850 0.00000 0.07884 716.5 0.0 695.6 Nolnfil 4.433 0.0770 0.0000 19.850 0.00000 0.07477 725.8 0.0 704.8 Nolnfil 4.467 0.0773 0.0000 19.850 0.00000 0.07954 735.0 0.0 714.1 Nolnfil 4.500 0.0776 0.0000 19.850 0.00000 0.07543 744.3 0.0 723.4 Nolnfil � 4.533 0.0780 0.0000 19.850 0.00000 0.08026 753.7 0.0 732.7 Nolnfil 4.567 0.0787 0.0000 19.850 0.00000 0.07646 763.1 0.0 742.1 Nolnfii 4.600 0.0797 0.0000 19.850 0.00000 0.08188 772.6 0.0 751.6 Nolnfil 4.633 0.0811 0.0000 19.850 0.00000 0.07890 782.2 0.0 761.2 Nolnfil 4.667 0.0828 0.0000 19.850 0.00000 0.08496 792.0 0.0 771.1 Nolnfil 4.700 0.0844 0.0000 19.850 0.00000 0.08217 802.1 0.0 781.1 Nolnfil , 4.733 0.0858 0.0000 19.850 0.00000 0.08805 812.3 0.0 791.3 Noinfil 4.767 0.0871 0.0000 19.850 0.00000 0.08492 822.7 0.0 801.7 Nolnfil 4.800 0.0882 0.0000 19.850 0.00000 0.09041 8332 0.0 812.2 Nolnfil 4.833 0.0892 0.0000 19.850 0.00000 0.08695 843.8 0.0 822.9 Nolnfil 4.867 0.0900 0.0000 19.850 0.00000 0.09217 854.6 0.0 833.6 Nolnfil , 4.900 0.0907 0.0000 19.850 0.00000 0.08849 865.4 0.0 844.4 Nolnfil 4.933 0.0913 0.0000 19.850 0.00000 0.09351 876.3 0.0 855.4 Nolnfil 4.967 0.0919 0.0000 19.850 0.00000 0.08969 887.3 0.0 866.4 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 5 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft%s) Volume(ft') Volume(ft') Volume(ft') Type 5.000 0.0924 0.0000 19.850 0.00000 0.09459 898.4 0.0 877.4 Nolnfil 5.033 0.0928 0.0000 19.850 0.00000 0.09059 909.5 0.0 888.5 Nolnfil 5.067 0.0930 0.0000 19.850 0.00000 0.09521 920.6 0.0 899.7 Nolnfil � 5.100 0.0931 0.0000 19.850 0.00000 0.09089 931.8 0.0 910.8 Nolnfil 5.133 0.0930 0.0000 19.850 0.00000 0.09517 943.0 0.0 922.0 Nolnfil 5.167 0.0928 0.0000 19.850 0.00000 0.09066 954.1 0.0 933.2 Nolnfil 5.200 0.0927 0.0000 19.850 0.00000 0.09489 965.2 0.0 944.3 Nolnfil 5.233 0.0926 0.0000 19.850 0.00000 0.09042 976.4 0.0 955.4 Nolnfil ' S267 0.0925 0.0000 19.850 0.00000 0.09470 987.5 0.0 966.5 Nolnfil 5.300 0.0925 0.0000 19.850 0.00000 0.09030 998.6 0.0 977.6 Nolnfil 5.333 0.0925 0.0000 19.850 0.00000 0.09463 1009.7 0.0 988.7 Nolnfil 5.367 0.0924 0.0000 19.850 0.00000 0.09026 1020.8 0.0 999.8 Nolnfil 5.400 0.0924 0.0000 19.850 0.00000 0.09461 1031.6 0.0 1010.9 Nolnfil 5.433 0.0924 0.0000 19.850 0.00000 0.09027 1042.9 0.0 1022.0 Nolnfil ' S.467 0.0925 0.0000 19.850 0.00000 0.09462 1054.0 0.0 1033.1 Nolnfil 5.500 0.0925 0.0000 19.850 0.00000 0.09029 1065.1 0.0 1044.2 Nolnfil 5.533 0.0925 0.0000 19.850 0.00000 0.09464 1076.2 0.0 1055.3 Nolnfil 5.567 0.0925 0.0000 19.850 0.00000 0.09033 1087.3 0.0 1066.4 Nolnfil 5.600 0.0925 0.0000 19.850 0.00000 0.09467 1098.4 0.0 1077.5 Nolnfil � 5.633 0.0925 0.0000 19.850 0.00000 0.09037 1109.5 0.0 1088.6 Nolnfil 5.667 0.0925 0.0000 19.850 0.00000 0.09471 1120.6 0.0 1099.7 Nolnfil 5.700 0.0926 0.0000 19.850 0.00000 0.09041 1131.7 0.0 1110.8 Nolnfil 5.733 0.0926 0.0000 19.850 0.00000 0.09474 1142.8 0.0 1121.9 Nolnfil 5.767 0.0926 0.0000 19.850 0.00000 0.09045 1154.0 0.0 1133.0 Nolnfil ' 5.800 0.0926 0.0000 19.850 0.00000 0.09478 1165.1 0.0 1144.1 Nolnfil 5.833 0.0926 0.0000 19.850 0.00000 0.09049 1176.2 0.0 1155.2 Nolnfil 5.867 0.0927 0.0000 19.850 0.00000 0.09482 1187.3 0.0 1166.3 Nolnfil 5.900 0.0927 0.0000 19.850 0.00000 0.09055 1198.4 0.0 1177.5 Nolnfil 5.933 0.0927 0.0000 19.850 0.00000 0.09487 1209.6 0.0 1188.6 Nolnfil 5.967 0.0928 0.0000 19.850 0.00000 0.09061 1220.7 0.0 1199.7 Nolnfil ' 6.000 0.0928 0.0000 19.850 0.00000 0.09493 1231.8 0.0 1210.9 Nolnfil 6.033 0.0929 0.0000 19.850 0.00000 0.09081 1243.0 0.0 1222.0 Nolnfil 6.067 0.0933 0.0000 19.850 0.00000 0.09545 1254.1 0.0 1233.2 Nolnfil 6.100 0.0940 0.0000 19.850 0.00000 0.09185 1265.4 0.0 1244.4 Nolnfil 6.133 0.0950 0.0000 19.850 0.00000 0.09715 1276.7 0.0 1255.8 Nolnfil ' 6.167 0.0961 0.0000 19.850 0.00000 0.09395 1288.2 0.0 1267.2 Nolnfil 6.200 0.0971 0.0000 19.850 0.00000 0.09925 1299.8 0.0 1278.8 Nolnfil 6.233 0.0980 0.0000 19.850 0.00000 0.09589 1311.5 0.0 1290.5 Nolnfil 6.267 0.0988 0.0000 19.850 0.00000 0.10092 1323.3 0.0 1302.3 Nolnfil 6.300 0.0994 0.0000 19.850 0.00000 0.09731 1335.2 0.0 1314.2 Nolnfil ' 6.333 0.1000 0.0000 19.850 0.00000 0.10213 1347.1 0.0 1326.2 Nolnfil 6.367 0.1005 0.0000 19.850 0.00000 0.09836 1359.2 0.0 1338.2 Nolnfil 6.400 0.1009 0.0000 19.850 0.00000 0.10303 1371.3 0.0 1350.3 Nolnfil 6.433 0.1013 0.0000 19.850 0.00000 0.09916 1383.4 0.0 1362.4 Nolnfil 6.467 0.1016 0.0000 19.850 0.00000 0.10374 1395.6 0.0 1374.6 Nolnfil 6.500 0.1019 0.0000 19.850 0.00000 0.09982 1407.8 0.0 1386.8 Nolnfil , 6.533 ' 0.1023 0.0000 19.850 0.00000 0.10444 1420.0 0.0 1399.1 Nolnfil 6.567 0.1029 0.0000 19.850 0.00000 0.10076 1432.3 0.0 1411.4 Nolnfil 6.600 0.1037 0.0000 19.850 0.00000 0.10582 1444.7 0.0 1423.8 Nolnfil 6.633 0.1049 0.0000 19.850 0.00000 0.10275 1457.3 0.0 1436.3 Nolnfil 6.667 0.1061 0.0000 19.850 0.00000 0.10819 1469.9 0.0 1449.0 Nolnfil ' 6.700 0.1073 0.0000 19.850 0.00000 0.10515 1482.7 0.0 1461.8 Nolnfil 6.733 0.1083 0.0000 19.850 0.00000 0.11040 1495.6 0.0 1474.7 Nolnfil 6.767 0.1092 0.0000 19.850 0.00000 0.10708 1508.7 0.0 1487.7 Nolnfil 6.800 0.1099 0.0000 19.850 0.00000 0.11205 1521.8 0.0 1500.9 Nolnfil 6.833 0.1106 0.0000 19.850 0.00000 0.10849 1535.1 0.0 1514.1 Nolnfil ' 6.867 0.1112 0.0000 19.850 0.00000 0.11325 1548.4 0.0 1527.4 Nolnfil 6.900 0.1116 0.0000 19.850 0.00000 0.10955 1561.7 0.0 1540.8 Nolnfil 6.933 0.1121 0.0000 19.850 0.00000 0.11417 1575.2 0.0 1554.2 Nolnfil 6.967 0.1125 0.0000 19.850 0.00000 0.11037 1588.6 0.0 1567.7 Nolnfil 7.000 0.1128 0.0000 19.850 0.00000 0.11491 1602.2 0.0 1581.2 Nolnfil 7.033 0.1132 0.0000 19.850 0.00000 0.11114 1615.7 0.0 1594.8 Nolnfil ' 7.067 0.1138 0.0000 19.850 0.00000 0.11587 1629.3 0.0 1608.4 Nolnfil 7.100 0.1146 O.00DO 19.850 0.00000 0.11252 1643.0 0.0 1622.1 Nolnfil 7.133 0.1157 0.0000 19.850 0.00000 0.11782 1656.9 0.0 1635.9 Nolnfil 7.167 0.1170 0.0000 19.850 0.00000 0.11490 1670.8 0.0 1649.9 Nolnfil 7.200 0.1182 0.0000 19.850 0.00000 0.12025 1684.9 0.0 1664.0 Nolnfil , 7.233 0.1192 0.0000 19.850 0.00000 0.11715 1699.2 0.0 1678.2 Nolnfil 7.267 0.1201 0.0000 19.850 0.00000 0.12222 1713.5 0.0 1692.6 Nolnfil 7.300 0.1209 0.0000 19.850 0.00000 0.11885 1728.0 0.0 1707.1 Nolnfil 7.333 0.1216 0.0000 19.850 0.00000 0.12365 1742.6 0.0 1721.6 Nolnfil 7.367 0.1222 0.0000 19.850 0.00000 0.12008 1757.2 0.0 1736.2 Nolnfil � 7.400 0.1226 0.0000 19.850 0.00000 0.12472 1771.9 0.0 1750.9 Nolnfil 7.433 0.1231 0.0000 19.850 0.00000 0.12102 1786.6 0.0 1765.7 Nolnfil 7.467 0.1235 0.0000 19.850 0.00000 0.12554 1801.4 0.0 1780.5 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 6 � , PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative � Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft3/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 7.500 0.1238 0.0000 19.850 0.00000 0.12177 1816.3 0.0 1795.3 Nolnfil 7.533 0.1242 0.0000 19.850 0.00000 0.12626 1831.1 0.0 1810.2 Nolnfil � 7.567 0.1246 0.0000 19.850 0.00000 0.12257 1846.1 0.0 1825.1 Nolnfil 7.600 0.1252 0.0000 19.850 0.00000 0.12726 1861.1 0.0 1840.1 Nolnfil 7.633 0.1260 0.0000 19.850 0.00000 0.12390 1876.1 0.0 1855.2 Noinfil 7.667 0.1268 0.0000 19.850 0.00000 0.12882 1891.3 0.0 1870.3 Noinfil 7.700 0.1276 0.0000 19.850 0.00000 0.12552 1906.5 0.0 1885.6 Nolnfil 7.733 0.1283 0.0000 19.850 0.00000 0.13032 1921.9 0.0 1900.9 Nolnfil ' 7.767 0.1289 0.0000 19.850 0.00000 0.12685 1937.3 0.0 1916.4 Nolnfil 7.800 0.1294 0.0000 19.850 0.00000 0.13146 1952.8 0.0 1931.9 Nolnfil 7.833 0.1299 0.0000 19.850 0.00000 0.12783 1968.4 0.0 1947.4 Nolnfil 7.867 0.1303 0.0000 19.850 0.00000 0.13230 1984.0 0.0 1963.0 Nolnfil 7.900 0.1306 0.0000 19.850 0.00000 0.12857 1999.6 0.0 1978.7 Nolnfil � 7.933 0.1309 0.0000 19.850 0.00000 0.13293 2015.3 0.0 1994.4 Nolnfil 7.967 0.1312 0.0000 19.850 0.00000 0.12914 2031.1 0.0 2010.1 Nolnfil 8.000 0.1315 0.0000 19.850 0.00000 0.13348 2046.8 0.0 2025.9 Nolnfil 8.033 0.1319 0.0000 19.850 0.00000 0.12989 2062.6 0.0 2041.7 Nolnfl 8.067 0.1327 0.0000 19.850 0.00000 0.13471 2078.5 0.0 2057.5 Nolnfil 8.100 0.1339 0.0000 19.850 0.00000 0.13187 2094.5 0.0 2073.5 Nolnfil ' 8.133 0.1355 0.0000 19.850 0.00000 0.13748 2110.6 0.0 2089.7 Nolnfil 8.167 0.1371 0.0000 19.850 0.00000 0.13504 2127.0 0.0 2106.0 Nolnfil 8.200 0.1386 0.0000 19.850 0.00000 0.14057 2143.5 0.0 2122.6 Nolnfil 8.233 0.1398 0.0000 19.850 0.00000 0.13783 2160.2 0.0 2139.3 Nolnfil 8.267 0.1409 0.0000 19.850 0.00000 0.14294 2177.1 0.0 2156.1 Nolnfil , 8.300 0.1419 0.0000 19.850 0.00000 0.13985 2194.1 0.0 2173.1 Nolnfil 8.333 0.1426 0.0000 19.850 0.00000 0.14465 2211.1 0.0 2190.2 Nolnfil 8.367 0.1433 0.0000 19.850 0.00000 0.14132 2228.3 0.0 2207.3 Nolnfil 8.400 0.1439 0.0000 19.850 0.00000 0.14592 2245.5 0.0 2224.6 Nolnfil 8.433 0.1444 0.0000 19.850 0.00000 0.14244 2262.8 0.0 2241.9 Nolnfil � 8.467 0.1449 0.0000 19.850 0.00000 0.14691 2280.2 0.0 2259.2 Nolnfil 8.500 0.1454 0.0000 19.850 0.00000 0.14338 2297.6 0.0 2276.6 Nolnfil 8.533 0.1460 0.0000 19.850 0.00000 0.14804 2315.1 0.0 2294.1 Nolnfil 8.567 0.1471 0.0000 19.850 0.00000 0.14514 2332.7 0.0 2311.7 Nolnfil 8.600 0.1488 0.0000 19.850 0.00000 0.15081 2350.4 0.0 2329.5 Nolnfil 8.633 0.1511 0.0000 19.850 0.00000 0.14913 2368.4 0.0 2347.5 Nolnfil ' 8.667 0.1535 0.0000 19.850 0.00000 0.15544 2386.7 0.0 2365.7 Nolnfil 8.700 0.1557 0.0000 19.850 0.00000 0.15368 2405.3 0.0 2384.3 Nolnfil 8.733 0.1576 0.0000 19.850 0.00000 0.15956 2424.0 0.0 2403.1 Nolnfil 8.767 0.1592 0.0000 19.850 0.00000 0.15723 2443.1 0.0 2422.1 Nolnfil 8.800 0.1606 0.0000 19.850 0.00000 0.16256 2462.2 0.0 2441.3 Nolnfil ' 8.833 0.1618 0.0000 19.850 0.00000 0.15978 2481.6 0.0 2460.6 Nolnfil 8.867 0.1628 0.0000 19.850 0.00000 0.16472 2501.1 0.0 2480.1 Nolnfil 8.900 0.1636 0.0000 19.850 0.00000 0.16167 2520.6 0.0 2499.7 Nolnfil 8.933 0.1644 0.0000 19.850 0.00000 0.16636 2540.3 0.0 2519.4 Nolnfil 8.967 0.1651 0.0000 19.850 0.00000 0.16312 2560.1 0.0 2539.1 Nolnfil � 9.000 0.1657 0.0000 19.850 0.00000 0.16767 2579.9 0.0 2559.0 Nolnfil 9.033 0.1664 0.0000 19.850 0.00000 0.16443 2599.9 0.0 2578.9 Nolnfil 9.067 0.1672 0.0000 19.850 0.00000 0.16915 2619.9 0.0 2598.9 Nolnfil 9.100 0.1683 0.0000 19.850 0.00000 0.16634 2640.0 0.0 2619.0 Nolnfil 9.133 0.1697 0.0000 19.850 0.00000 0.17162 2660.3 0.0 2639.3 Nolnfil 9.167 0.1711 0.0000 19.850 0.00000 0.16913 2680.7 0.0 2659.8 Nolnfil � 9.200 0.1724 0.0000 19.850 0.00000 0.17433 2701.3 0.0 2680.4 Nolnfil 9.233 0.1735 0.0000 19.850 0.00000 0.17160 2722.1 0.0 2701.1 Noinfil 9.267 0.1745 0.0000 19.850 0.00000 0.17646 2743.0 0.0 2722.0 Nolnfil 9.300 0.1754 0.0000 19.850 0.00000 0.17342 2764.0 0.0 2743.0 Nolnfil 9.333 0.1761 0.0000 19.850 0.00000 0.17800 2785.1 0.0 2764.1 Nolnfil � 9.367 0.1767 0.0000 19.850 0.00000 0.17475 2806.2 0.0 2785.3 Nolnfil 9.400 0.1772 0.0000 19.850 0.00000 0.17914 2827.4 0.0 2806.5 Nolnfil 9.433 0.1777 0.0000 19.850 0.00000 0.17577 2848.7 0.0 2827.8 Nolnfil 9.467 0.1781 0.0000 19.850 0.00000 0.18003 2870.1 0.0 2849.1 Nolnfil 9.500 0.1785 0.0000 19.850 0.00000 0.17658 2891.5 0.0 2870.5 Nolnfil ' 9.533 0.1792 0.0000 19.850 0.00000 0.18107 2912.9 0.0 2892.0 Nolnfil 9.567 0.1804 0.0000 19.850 0.00000 0.17848 2934.5 0.0 2913.6 Nolnfil 9.600 0.1825 0.0000 19.850 0.00000 0.18442 2956.3 0.0 2935.3 Nolnfil 9.633 0.1856 0.0000 19.850 0.00000 0.18373 2978.4 0.0 2957.4 Nolnfil 9.667 0.1890 0.0000 19.850 0.00000 0.19091 3000.9 0.0 2979.9 Nolnfil 9.700 0.1922 0.0000 19.850 0.00000 0.19035 3023.7 0.0 3002.8 Nolnfil , 9.733 0.1951 0.0000 19.850 0.00000 0.19699 3047.0 0.0 3026.0 Noinfil 9.767 0.1975 0.0000 19.850 0.00000 0.19561 3070.5 0.0 3049.6 Nolnfil 9.800 0.1996 0.0000 19.850 0.00000 0.20144 3094.4 0.0 3073.4 Nolnfil 9.833 0.2013 0.0000 19.850 0.00000 0.19938 3118.4 0.0 3097.4 Nolnfil 9.867 0.2027 0.0000 19.850 0.00000 0.20463 3142.6 0.0 3121.7 Nolnfil � 9.900 0.2040 0.0000 19.850 0.00000 0.20214 3167.1 0.0 3146.1 Nolnfil 9.933 0.2051 0.0000 19.850 0.00000 0.20702 3191.6 0.0 3170.6 Nolnfil 9.967 0.2061 0.0000 19.850 0.00000 0.20424 3216.3 0.0 3195.3 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 7 � � PONDS Version 3.2.0147 � Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ftlday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 10.000 0.2070 0.0000 19.850 0.00000 0.20891 3241.1 0.0 3220.1 Nolnfil 10.033 0.2083 0.0000 19.850 0.00000 0.20644 3266.0 0.0 3245.0 Nolnfil � 10.067 02104 0.0000 19.850 0.00000 0.21231 3291.1 0.0 3270.2 Nolnfil 10.100 0.2140 0.0000 19.850 0.00000 0.21212 3316.6 0.0 3295.6 Nolnfil 10.133 0.2192 0.0000 19.850 0.00000 0.22103 3342.6 0.0 3321.6 Nolnfil 10.167 0.2249 0.0000 19.850 0.00000 0.22307 3369.2 0.0 3348.3 Nolnfil 10.200 0.2305 0.0000 19.850 0.00000 0.23236 3396.5 0.0 3375.6 Nolnfil 10.233 0.2355 0.0000 19.850 0.00000 0.23363 3424.5 0.0 3403.5 Nolnfil ' 10.267 0.2397 0.0000 19.850 0.00000 0.24156 3453.0 0.0 3432.0 Nolnfil 10.300 0.2433 0.0000 19.850 0.00000 0.24146 3482.0 0.0 3461.0 Nolnfil 10.333 0.2463 0.0000 19.850 0.00000 0.24818 3511.4 0.0 3490.4 Nolnfil 10.367 0.2489 0.0000 19.850 0.00000 0.24709 3541.1 0.0 3520.1 Nolnfil 10.400 0.2512 0.0000 19.85D 0.00000 0.25299 3571.1 0.0 3550.1 Nolnfil � 10.433 0.2531 0.0000 19.850 0.00000 0.25129 3601.4 0.0 3580.4 Noinfil 10.467 0.2548 0.0000 19.850 0.00000 0.25666 3631.8 0.0 3610.9 Nolnfil 10.500 0.2564 0.0000 19.850 0.00000 0.25460 3662.5 0.0 3641.5 Nolnfil 10.533 0.2585 0.0000 19.850 0.00000 0.26031 3693.4 0.0 3672.4 Nolnfil 10.567 0.2620 0.0000 19.850 0.00000 0.26016 3724.6 0.0 3703.7 Nolnfil 10.600 0.2677 0.0000 19.850 0.00000 0.26954 3756.4 0.0 3735.4 Nolnfil ' 10.633 0.2763 0.0000 19.850 0.00000 0.27449 3789.1 0.0 3768.1 Nolnfil 10.667 0.2862 0.0000 19.850 0.00000 0.28795 3822.8 0.0 3801.8 Nolnfil 10.700 0.2958 0.0000 19.850 0.00000 0.29401 3857.7 0.0 3836.8 Nolnfil 10.733 0.3045 0.0000 19.850 0.00000 0.30628 3893.7 0.0 3872.8 Nolnfil 10.767 0.3119 0.0000 19.850 0.00000 0.31013 3930.7 0.0 3909.8 Nolnfil ' 10.800 0.3182 0.0000 19.850 0.00000 0.31999 3968.5 0.0 3947.6 Nolnfil 10.833 0.3235 0.0000 19.850 0.00000 0.32173 4007.0 0.0 3986.1 Nolnfil 10.867 0.3280 0.0000 19.850 0.00000 0.32980 4046.1 0.0 4025.2 Nolnfil 10.900 0.3319 0.0000 19.850 0.00000 0.33015 4085.7 0.0 4064.8 Nolnfil 10.933 0.3353 0.0000 19.850 0.00000 0.33710 4125.8 0.0 4104.8 Nolnfil ' 10.967 0.3383 0.0000 19.850 0.00000 0.33656 4166.2 0.0 4145.2 Nolnfil 11.000 0.3416 0.0000 19.850 0.00000 0.34330 4207.0 0.0 4186.0 Nolnfil 11.033 0.3469 0.0000 19.850 0.00000 0.34513 4248.3 0.0 4227.3 Nolnfil 11.067 0.3558 0.0000 19.850 0.00000 0.35757 4290.4 0.0 4269.5 Nolnfil 11.100 0.3699 0.0000 19.850 0.00000 0.36817 4334.0 0.0 4313.0 Nolnfil 11.133 0.3884 0.0000 19.850 0.00000 0.39014 4379.5 0.0 4358.5 Noinfil ' 11.167 0.4072 0.0000 19.850 0.00000 0.40546 4427.2 0.0 4406.2 Nolnfil 11.200 0.4247 0.0000 19.850 0.00000 0.42642 4477.1 0.0 4456.2 Nolnfil 11233 0.4398 0.0000 19.851 0.00000 0.43809 4529.0 0.0 4508.0 Nolnfil 11.267 0.4526 0.0000 19.851 0.00000 0.45431 4582.6 0.0 4561.6 Nolnfil 11.300 0.4634 0.0000 19.851 0.00000 0.46173 4637.5 0.0 4616.5 Nolnfil � 11.333 0.4726 0.0000 19.851 0.00000 0.47429 4693.7 0.0 4672.7 Nolnfil 11.367 0.4804 0.0000 19.851 0.00000 0.47875 4750.9 0.0 4729.9 Nolnfil 11.400 0.4873 0.0000 19.851 0.00000 0.48896 4808.9 0.0 4787.9 Nolnfil 11.433 0.4933 0.0000 19.851 0.00000 0.49159 4867.8 0.0 4846.8 Nolnfil 11.467 0.4986 0.0000 19.851 0.00000 0.50027 4927.3 0.0 4906.3 Nolnfil ' 11.500 0.5073 0.0000 19.851 0.00000 0.50564 4987.6 0.0 4966.6 Noinfil 11.533 0.5506 0.0000 19.851 0.00000 0.55213 5051.1 0.0 5030.1 Nolnfil 11.567 0.6529 0.0000 19.851 0.00000 0.65106 5123.3 0.0 5102.3 Nolnfil 11.600 0.8424 0.0000 19.852 0.00000 0.84366 5213.0 0.0 5192.0 Nolnfil 11.633 1.1220 0.0000 19.853 0.00000 1.11967 5330.9 0.0 5309.8 Nolnfil 11.667 1.4262 0.0000 19.855 0.00000 1.42690 5483.8 0.0 5462.6 Nolnfil , 11.700 1.7299 0.0000 19.858 0.00000 1.72723 5673.1 0.0 5651.8 Nolnfil 11.733 2.0118 0.0000 19.861 0.00000 2.01231 5897.6 0.0 5876.2 Nolnfil 11.767 2.2696 0.0000 19.864 0.00000 2.26689 6154.5 0.0 6132.9 Nolnfil 11.800 2.5064 0.0000 19.867 0.00000 2.50682 6441.1 0.0 6419.4 Nolnfil 11.833 2.7246 0.0000 19.870 0.00000 2.72189 6755.0 0.0 6733.1 Nolnfil ' 11.867 2.9280 0.0000 19.873 0.00000 2.92824 7094.1 0.0 7072.1 Nolnfil 11.900 3.1198 0.0000 19.876 0.00000 3.11712 7457.0 0.0 7434.8 Nolnfil 11.933 3.3018 0.0000 19.879 0.00000 3.30202 7842.3 0.0 7820.0 Nolnfil 11.967 3.4752 0.0000 19.882 0.00000 3.47260 8248.9 0.0 8226.4 Nolnfil 12.000 3.6447 0.0000 19.885 0.00000 3.64475 8676.1 0.0 8653.5 Nolnfil � 12.033 3.7651 0.0000 19.888 0.00000 3.76327 9120.7 0.0 9098.0 Nolnfil 12.067 3.8140 0.0000 19.889 0.00000 3.81509 9575.4 0.0 9552.7 Nolnfil 12.100 3.7582 0.0000 19.888 0.00000 3.75809 10029.8 0.0 10007.1 Nolnfil 12.133 3.5860 0.0000 19.884 0.00000 3.58875 10470.4 0.0 10447.9 Nolnfil 12.167 3.3850 0.0000 19.880 0.00000 3.38524 10888.7 0.0 10866.3 Nolnfil 12.200 3.1856 0.0000 19.877 0.00000 3.18807 11282.9 0.0 11260.7 Nolnfil ' 12.233 3.0154 0.0000 19.874 0.00000 3.01516 11655.0 0.0 11632.9 Nolnfil 12.267 2.8767 0.0000 19.872 0.00000 2.87862 12008.5 0.0 11986.5 Nolnfil 12.300 2.7639 0.0000 19.870 0.00000 2.76329 12346.9 0.0 12325.0 Nolnfil 12.333 2.6732 0.0000 19.869 0.00000 2.67480 12673.2 0.0 12651.3 Nolnfil 12.367 2.5990 0.0000 19.868 0.00000 2.59824 12989.5 0.0 12967.7 Nolnfil � 12.400 2.5371 0.0000 19.867 0.00000 2.53846 13297.7 0.0 13275.9 Nolnfil 12.433 2.4845 0.0000 19.866 0.00000 2.48373 13599.0 0.0 13577.3 Nolnfil 12.467 2.4404 0.0000 19.866 0.00000 2.44160 13894.5 0.0 13872.8 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 8 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (R'/s) Volume(ft3) Volume(ft') Volume(ft') Type 12.500 2.3963 0.0000 19.865 0.00000 2.39556 14184.7 0.0 14163.0 Nolnfil 12.533 2.3481 0.0000 19.865 0.00000 2.34930 14469.3 0.0 14447.7 Nolnfil ' 12.567 2.2777 0.0000 19.864 0.00000 2.27719 14746.9 0.0 14725.3 Nolnfil 12.600 2.1708 0.0000 19.863 0.00000 2.17232 15013.8 0.0 14992.3 Nolnfil 12.633 2.0213 0.0000 19.861 0.00000 2.02114 15265.3 0.0 15243.9 Nolnfil 12.667 1.8622 0.0000 19.859 0.00000 1.86366 15498.3 0.0 15476.9 Nolnfil 12.700 1.7090 0.0000 19.858 0.00000 1.70867 15712.6 0.0 15691.3 Nolnfil 12.733 1.5736 0.0000 19.857 0.00000 1.57484 15909.6 0.0 15888.3 Nolnfil ' 12.767 1.4574 0.0000 19.856 0.00000 1.45692 16091.4 0.0 16070.2 Nolnfil 12.800 1.3581 0.0000 19.855 0.00000 1.35919 16260.4 0.0 16239.2 Noinfil 12.833 1.2736 0.0000 19.854 0.00000 1.27305 16418.3 0.0 16397.1 Nolnfil 12.867 1.2018 0.0000 19.854 0.00000 1.20270 16566.8 0.0 16545.6 Nolnfil 12.900 1.1391 0.0000 19.853 0.00000 1.13847 16707.2 0.0 16686.1 Nolnfil � 12.933 1.0842 0.0000 19.853 0.00000 1.08504 16840.6 0.0 16819.5 Nolnfil 12.967 1.0364 0.0000 19.853 0.00000 1.03576 16967.9 0.0 16946.8 Nolnfil 13.000 0.9926 0.0000 19.853 0.00000 0.99349 17089.6 0.0 17068.5 Nolnfil 13.033 0.9537 0.0000 19.852 0.00000 0.95299 17206.4 0.0 17185.3 Nolnfil 13.067 0.9159 0.0000 19.852 0.00000 0.91673 17318.6 0.0 17297.5 Nolnfil � 13.100 0.8770 0.0000 19.852 0.00000 0.87629 17426.1 0.0 17405.1 Nolnfil 13.133 0.8357 0.0000 19.852 0.00000 0.83646 17528.9 0.0 17507.9 Nolnfil 13.167 0.7954 0.0000 19.852 0.00000 0.79472 17626.8 0.0 17605.7 Nolnfil 13.200 0.7586 0.0000 19.852 0.00000 0.75937 17720.0 0.0 17699.0 Nolnfii 13.233 0.7263 0.0000 19.851 0.00000 0.72567 17809.1 0.0 17788.1 Nolnfil 13.267 0.6988 0.0000 19.851 0.00000 0.69958 17894:6 0.0 17873.6 Nolnfil � 13.300 0.6756 0.0000 19.851 0.00000 0.67493 17977.1 0.0 17956.1 Nolnfil 13.333 0.6563 0.0000 19.851 0.00000 0.65703 18057.0 0.0 18036.0 Nolnfil 13.367 0.6399 0.0000 19.851 0.00000 0.63919 18134.8 0.0 18113.7 Nolnfil 13.400 0.6256 0.0000 19.851 0.00000 0.62629 18210.7 0.0 18189.7 Nolnfil 13.433 0.6131 0.0000 19.851 0.00000 0.61241 18285.0 0.0 18264.0 Nolnfii ' 13.467 0.6023 0.0000 19.851 0.00000 0.60304 18357.9 0.0 18336.9 Nolnfil 13.500 0.5929 0.0000 19.851 0.00000 0.59223 18429.6 0.0 18408.6 Nolnfil 13.533 0.5841 0.0000 19.851 0.00000 0.58483 18500.3 0.0 18479.3 Nolnfil 13.567 0.5749 0.0000 19.851 0.00000 0.57423 18569.8 0.0 18548.8 Nolnfil 13.600 0.5642 0.0000 19.851 0.00000 0.56492 18638.2 0.0 18617.2 Nolnfil 13.633 0.5515 0.0000 19.851 0.00000 0.55084 18705.1 0.0 18684.1 Nolnfil ' 13.667 0.5382 0.0000 19.851 0.00000 0.53890 18770.5 0.0 18749.5 Nolnfil 13.700 0.5258 0.0000 19.851 0.00000 0.52515 18834.3 0.0 18813.3 Nolnfil 13.733 0.5150 0.0000 19.851 0.00000 0.51563 18896.8 0.0 18875.8 Nolnfil 13.767 0.5059 0.0000 19.851 0.00000 0.50522 18958.0 0.0 18937.0 Nolnfil 13.800 0.4984 0.0000 19.851 0.00000 0.49908 19018.3 0.0 18997.3 Nolnfil � 13.833 0.4924 0.0000 19.851 0.00000 0.49170 19077.7 0.0 19056.7 Nolnfil 13.867 0.4873 0.0000 19.851 0.00000 0.48796 19136.5 0.0 19115.5 Nolnfil 13.900 0.4830 0.0000 19.851 0.00000 0.48232 19194.7 0.0 19173.7 Nolnfil 13.933 0.4792 0.0000 19.851 0.00000 0.47990 19252.4 0.0 19231.5 Nolnfil 13.967 0.4760 0.0000 19.851 0.00000 0.47540 19309.8 0.0 19288.8 Nolnfil ' 14.000 0.4730 0.0000 19.851 0.00000 0.47362 19366.7 0.0 19345.7 Nolnfil 14.033 0.4692 0.0000 19.851 0.00000 0.46854 19423.2 0.0 19402.3 Nolnfil 14.067 0.4640 0.0000 19.851 0.00000 0.46461 19479.2 0.0 19458.2 Noinfil 14.100 0.4566 0.0000 19.851 0.00000 0.45592 19534.5 0.0 19513.5 Nolnfil 14.133 0.4473 0.0000 19.851 0.00000 0.44793 19588.7 0.0 19567.7 Nolnfil 14.167 0.4380 0.0000 19.851 0.00000 0.43739 19641.8 0.0 19620.8 Nolnfil � 14.200 0.4295 0.0000 19.850 0.00000 0.43013 19693.9 0.0 19672.9 Nolnfil 14.233 0.4222 0.0000 19.850 0.00000 0.42154 19745.0 0.0 19724.0 Nolnfil 14.267 0.4160 0.0000 19.850 0.00000 0.41666 19795.2 0.0 19774.3 Nolnfil 14.300 0.4109 0.0000 19.850 0.00000 0.41024 19844.9 0.0 19823.9 Nolnfil 14.333 0.4066 0.0000 19.850 0.00000 0.40720 19893.9 0.0 19872.9 Nolnfil ' 14.367 0.4029 0.0000 19.850 0.00000 0.40231 19942.5 0.0 19921.5 Nolnfil 14.400 0.3998 0.0000 19.850 0.00000 0.40043 19990.6 0.0 19969.7 Nolnfil 14.433 0.3971 0.0000 19.850 0.00000 0.39647 20038.5 0.0 20017.5 Nolnfil 14.467 0.3947 0.0000 19.850 0.00000 0.39535 20086.0 0.0 20065.0 Nolnfil 14.500 0.3925 0.0000 19.850 0.00000 0.39189 20133.2 0.0 20112.2 Nolnfil , 14.533 0.3899 0.0000 19.850 0.00000 0.39050 20180.1 0.0 20159.2 Nolnfil 14.567 0.3862 0.0000 19.850 0.00000 0.38561 20226.7 0.0 20205.7 Nolnfil 14.600 0.3809 0.0000 19.850 0.00000 0.38156 20272.7 0.0 20251.8 Nolnfil 14.633 0.3741 0.0000 19.850 0.00000 0.37347 20318.0 0.0 20297.1 Nolnfil 14.667 0.3671 0.0000 19.850 0.00000 0.36776 20362.5 0.0 20341.5 Nolnfil 14.700 0.3607 0.0000 19.850 0.00000 0.36008 20406.2 0.0 20385.2 Nolnfii � 14.733 0.3551 0.0000 19.850 0.00000 0.35573 20449.1 0.0 20428.2 Nolnfil 14.767 0.3504 0.0000 19.850 0.00000 0.34984 20491.5 0.0 20470.5 Nolnfil 14.800 0.3465 0.0000 19.850 0.00000 0.34710 20533.3 0.0 20512.3 Nolnfil 14.833 0.3432 0.0000 19.850 0.00000 0.34262 20574.7 0.0 20553.7 Nolnfil 14.867 0.3404 0.0000 19.850 0.00000 0.34103 20615.7 0.0 20594.7 Nolnfii � 14.900 0.3380 0.0000 19.850 0.00000 0.33744 20656.4 0.0 20635.4 Nolnfil 14.933 0.3360 0.0000 19.850 0.00000 0.33656 20696.8 0.0 20675.9 Nolnfil 14.967 0.3342 0.0000 19.850 0.00000 0.33358 20737.0 0.0 20716.1 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:41 Page 9 , ' PONDS Version 3.2.0147 � Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumuiative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fN) Volume(ft') Volume(fN) Type 15.000 0.3325 0.0000 19.850 0.00000 0.33312 20777.0 0.0 20756.1 Nolnfil 15.033 0.3309 0.0000 19.850 0.00000 0.33035 20816.8 0.0 20795.9 Nolnfil 15.067 0.3291 0.0000 19.850 0.00000 0.32971 20856.4 0.0 20835.5 Nolnfil , 15.100 0.3269 0.0000 19.850 0.00000 0.32628 20895.8 0.0 20874.8 Nolnfil 15.133 0.3241 0.0000 19.850 0.00000 0.32468 20934.9 0.0 20913.9 Nolnfil 15.167 0.3213 0.0000 19.850 0.00000 0.32076 20973.6 0.0 20952.6 Nolnfil 15.200 0.3188 0.0000 19.850 0.00000 0.31938 21012.0 0.0 20991.0 Nolnfil 15.233 0.3166 0.0000 19.850 0.00000 0.31603 21050.1 0.0 21029.2 Nolnfii ' 15.267 0.3148 0.0000 19.850 0.00000 0.31535 21088.0 0.0 21067.0 Nolnfil 15.300 0.3132 0.0000 19.850 0.00000 0.31266 21125.7 0.0 21104.7 Nolnfil 15.333 0.3120 0.0000 19.850 0.00000 0.31255 21163.2 0.0 21142.2 Nolnfil 15.367 0.3109 0.0000 19.850 0.00000 0.31034 21200.6 0.0 21179.6 Nolnfil 15.400 0.3100 0.0000 19.850 0.00000 0.31058 21237.8 0.0 21216.9 Nolnfil 15.433 0.3092 0.0000 19.850 0.00000 0.30866 21275.0 0.0 21254.0 Nolnfil ' 15.467 0.3086 0.0000 19.850 0.00000 0.30915 21312.0 0.0 21291.1 Nolnfil 15.500 0.3080 0.0000 19.850 0.00000 0.30744 21349.0 0.0 21328.1 Nolnfil 15.533 0.3071 0.0000 19.850 0.00000 0.30768 21386.0 0.0 21365.0 Nolnfil 15.567 0.3055 0.0000 19.850 0.00000 0.30496 21422.7 0.0 21401.7 Nolnfil 15.600 0.3028 0.0000 19.850 0.00000 0.30340 21459.2 0.0 21438.2 Nolnfil ' 15.633 0.2989 0.0000 19.850 0.00000 0.29833 21495.3 0.0 21474.3 Nolnfil 15.667 0.2946 0.0000 19.850 0.00000 0.29521 21530.9 0.0 21510.0 Nolnfil 15.700 0.2906 0.0000 19.850 0.00000 0.29004 21566.0 0.0 21545.1 Nalnfil 15.733 0.2871 0.0000 19.850 0.00000 0.28762 21600.7 0.0 21579.7 Nolnfil 15.767 0.2841 0.0000 19.850 0.00000 0.28353 21635.0 0.0 21614.0 Nolnfil ' 15.800 0.2816 0.0000 19.850 0.00000 0.28215 21668.9 0.0 21647.9 Nolnfil 15.833 0.2795 0.0000 19.850 0.00000 0.27897 21702.6 0.0 21681.6 Nolnfil 15.867 0.2778 0.0000 19.850 0.00000 0.27833 21736.0 0.0 21715.0 Nolnfil 15.900 0.2763 0.0000 19.850 0.00000 0.27573 21769.3 0.0 21748.3 Nolnfil 15.933 0.2750 0.0000 19.850 0.00000 0.27554 21802.3 0.0 21781.4 Nolnfil 15.967 0.2739 0.0000 19.850 0.00000 0.27333 21835.3 0.0 21814.3 Nolnfil � 16.000 0.2728 0.0000 19.850 0.00000 0.27340 21868.1 0.0 21847.1 Nolnfil 16.033 0.2718 0.0000 19.850 0.00000 0.27126 21900.8 0.0 21879.8 Nolnfil 16.067 0.2705 0.0000 19.850 0.00000 0.27106 21933.3 0.0 21912.3 Nolnfil 16.100 0.2687 0.0000 19.850 0.00000 0.26820 21965.6 0.0 21944.7 Nolnfil 16.133 0.2664 0.0000 19.850 0.00000 0.26695 21997.8 0.0 21976.8 Nolnfil ' 16.167 0.2639 0.0000 19.850 0.00000 0.26336 22029.6 0.0 22008.6 Nolnfil 16.200 0.2615 0.0000 19.850 0.00000 0.26205 22061.1 0.0 22040.1 Nolnfil 16.233 0.2594 0.0000 19.850 0.00000 0.25885 22092.3 0.0 22071.4 Nolnfil 16.267 0.2576 0.0000 19.850 0.00000 0.25814 22123.4 0.0 22102.4 Nolnfii 16.300 0.2561 0.0000 19.850 0.00000 0.25555 22154.2 0.0 22133.2 Nolnfil ' 16.333 0.2548 0.0000 19.850 0.00000 0.25536 22184.8 0.0 22163.9 Nolnfil 16.367 0.2538 0.0000 19.850 0.00000 0.25323 22215.4 0.0 22194.4 Nolnfil 16.400 0.2529 0.0000 19.850 0.00000 0.25339 22245.8 0.0 22224.8 Nolnfii 16.433 0.2521 0.0000 19.850 0.00000 0.25154 22276.0 0.0 22255.1 Nolnfil 16.467 0.2514 0.0000 19.850 0.00000 0.25194 22306.3 0.0 22285.3 Nolnfil 16.500 0.2508 0.0000 19.850 0.00000 0.25028 22336.4 0.0 22315.4 Nolnfil ' 16.533 0.2502 0.0000 19.850 0.00000 0.25077 22366.5 0.0 22345.5 Nolnfil 16.567 0.2496 0.0000 19.850 0.00000 0.24906 22396.4 0.0 22375.5 Noinfil 16.600 0.2488 0.0000 19.850 0.00000 0.24928 22426.3 0.0 22405.4 Nolnfil 16.633 0.2477 0.0000 19.850 0.00000 0.24716 22456.1 0.0 22435:2 Nolnfil 16.667 0.2465 0.0000 19.850 0.00000 0.24705 22485.8 0.0 22464.8 Nolnfil � 16.700 0.2454 0.0000 19.850 0.00000 0.24490 22515.3 0.0 22494.3 Nolnfii 16.733 0.2445 0.0000 19.850 0.00000 0.24498 22544.7 0.0 22523.7 Nolnfil 16.767 0.2436 0.0000 19.850 0.00000 0.24311 22574.0 0.0 22553.0 Nolnfil 16.800 0.2430 0.0000 19.850 0.00000 0.24348 22603.2 0.0 22582.2 Nolnfil 16.833 0.2424 0.0000 19.850 0.00000 0.24188 22632.3 0.0 22611.3 Nolnfil ' 16.867 0.2419 0.0000 19.850 0.00000 0.24246 22661.4 0.0 22640.4 Nolnfil 16.900 0.2416 0.0000 19.850 0.00000 0.24104 22690.4 0.0 22669.4 Nolnfil 16.933 0.2412 0.0000 19.850 0.00000 0.24175 22719.3 0.0 22698.4 Nolnfil 16.967 0.2410 0.0000 19.850 0.00000 0.24045 22748.3 0.0 22727.3 Nolnfil 17.000 0.2407 0.0000 19.850 0.00000 0.24122 22777.2 0.0 22756.2 Nolnfil 17.033 0.2403 0.0000 19.850 0.00000 0.23980 22806.0 0.0 22785.1 Nolnfil , 17.067 0.2397 0.0000 19.850 0.00000 0.24023 22834.8 0.0 22813.9 Nolnfil 17.100 0.2388 0.0000 19.850 0.00000 0.23828 22863.5 0.0 22842.6 Nolnfil 17.133 0.2376 0.0000 19.850 0.00000 0.23812 22892.1 0.0 22871.2 Nolnfil 17.167 0.2364 0.0000 19.850 0.00000 0.23590 22920.6 0.0 22899.6 Nolnfil 17.200 0.2353 0.0000 19.850 0.00000 0.23581 22948.9 0.0 22927.9 Nolnfil ' 17.233 0.2344 0.0000 19.850 0.00000 0.23385 22977.0 0.0 22956.1 Nolnfil 17.267 0.2336 0.0000 19.850 0.00000 0.23409 23005.1 0.0 22984.2 Nolnfil 17.300 0.2329 0.0000 19.850 0.00000 0.23243 23033.1 0.0 23012.1 Nolnfil 17.333 0.2324 0.0000 19.850 0.00000 0.23291 23061.0 0.0 23040.1 Nolnfil 17.367 0.2320 0.0000 19.850 0.00000 0.23146 23088.9 0.0 23067.9 Nolnfil � 17.400 0.2316 0.0000 19.850 0.00000 0.23209 23116.7 0.0 23095.7 Nolnfil 17.433 0.2313 0.0000 19.850 0.00000 0.23077 23144.5 0.0 23123.5 Nolnfil 17.467 0.2310 0.0000 19.850 0.00000 0.23150 23172.2 0.0 23151.3 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 10 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative 1 Time Rate Recharge Elevation Rate Discharge Inflow Infiitration Discharge Flow (hours) (ft'/s) (fUday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 17.500 0.2307 0.0000 19.850 0.00000 0.23020 23199.9 0.0 23179.0 Nolnfil 17.533 0.2299 0.0000 19.850 0.00000 0.23041 23227.6 0.0 23206.6 Nolnfil 17.567 0.2283 0.0000 19.850 0.00000 0.22776 23255.0 0.0 23234.1 Nolnfil ' 17.600 0.2254 0.0000 19.850 0.00000 0.22588 23282.3 0.0 23261.3 Nolnfil 17.633 0.2213 0.0000 19.850 0.00000 0.22079 23309.1 0.0 23288.1 Nolnfil 17.667 0.2171 0.0000 19.850 0.00000 0.21755 23335.4 0.0 23314.4 Nolnfil 17.700 0.2131 0.0000 19.850 0.00000 0.21257 23361.2 0.0 23340.2 Nolnfil 17.733 0.2096 0.0000 19.850 0.00000 0.21012 23386.5 0.0 23365.6 Nolnfil ' 17.767 0.2067 0.0000 19.850 0.00000 0.20623 23411.5 0.0 23390.5 Nolnfil 17.800 0.2043 0.0000 19.850 0.00000 0.20478 23436.2 0.0 23415.2 Nolnfil 17.833 0.2022 0.0000 19.850 0.00000 0.20175 23460.6 0.0 23439.6 Nolnfil 17.867 0.2005 0.0000 19.850 0.00000 0.20100 23484.7 0.0 23463.8 Nolnfil 17.900 0.1990 0.0000 19.850 0.00000 0.19852 23508.7 0.0 23487.7 Nolnfil ' 17.933 0.1977 0.0000 19.850 0.00000 0.19819 23532.5 0.0 23511.5 Nolnfil 17.967 0.1966 0.0000 19.850 0.00000 0.19606 23556.2 0.0 23535.2 Nolnfil 18.000 0.1955 0.0000 19.850 0.00000 0.19598 23579.7 0.0 23558.7 Nolnfil 18.033 0.1949 0.0000 19.850 0.00000 0.19436 23603.1 0.0 23582.1 Nolnfil 18.067 0.1947 0.0000 19.850 0.00000 0.19522 23626.5 0.0 23605.5 Nolnfil 18.100 0.1953 0.0000 19.850 0.00000 0.19486 23649.9 0.0 23628.9 Nolnfil ' 18.133 0.1967 0.0000 19.850 0.00000 0.19721 23673.4 0.0 23652.4 Nolnfil 18.167 0.1983 0.0000 19.850 0.00000 0.19780 23697.1 0.0 23676.1 Nolnfil 18.200 0.1998 0.0000 19.850 0.00000 0.20030 23721.0 0.0 23700.0 Nolnfil 18.233 0.2011 0.0000 19.850 0.00000 0.20066 23745.0 0.0 23724.1 Nolnfil 18.267 0.2023 0.0000 19.850 0.00000 0.20273 23769.3 0.0 23748.3 Nolnfil ' 18.300 0.2032 0.0000 19.850 0.00000 0.20270 23793.6 0.0 23772.6 Nolnfil 18.333 0.2040 0.0000 19.850 0.00000 0.20445 23818.0 0.0 23797.0 Nolnfil 18.367 0.2046 0.0000 19.850 0.00000 0.20416 23842.5 0.0 23821.6 Nolnfil 18.400 0.2052 0.0000 19.850 0.00000 0.20571 23867.1 0.0 23846.2 Nolnfil 18.433 0.2058 0.0000 19.850 0.00000 0.20528 23891.8 0.0 23870.8 Nolnfil 18.467 0.2062 0.0000 19.850 0.00000 0.20671 23916.5 0.0 23895.5 Nolnfil ' 18.500 0.2067 0.0000 19.850 0.00000 0.20622 23941.3 0.0 23920.3 Nolnfil 18.533 0.2067 0.0000 19.850 0.00000 0.20713 23966.1 0.0 23945.1 Nolnfil 18.567 0.2058 0.0000 19.850 0.00000 0.20531 23990.8 0.0 23969.9 Nolnfil 18.600 0.2037 0.0000 19.850 0.00000 0.20415 24015.4 0.0 23994.4 Nolnfil 18.633 0.2002 0.0000 19.850 0.00000 0.19970 24039.6 0.0 24018.7 Nolnfil ' 18.667 0.1963 0.0000 19.850 0.00000 0.19677 24063.4 0.0 24042.4 Nolnfil 18.700 0.1925 0.0000 19.850 0.00000 0.19207 24086.7 0.0 24065.8 Nolnfil 18.733 0.1893 0.0000 19.850 0.00000 0.18974 24109.6 0.0 24088.7 Nolnfil 18.767 0.1865 0.0000 19.850 0.00000 0.18604 24132.2 0.0 24111.2 Nolnfil 18.800 0.1842 0.0000 19.850 0.00000 0.18468 24154.4 0.0 24133.5 Nolnfil ' 18.833 0.1823 0.0000 19.850 0.00000 0.18183 24176.4 0.0 24155.5 Nolnfil 18.867 0.1807 0.0000 19.850 0.00000 0.18115 24198.2 0.0 24'177.2 Nolnfil 18.900 0.1793 0.0000 19.850 0.00000 0.17882 24219.8 0.0 24198.8 Nolnfil 18.933 0.1781 0.0000 19.850 0.00000 0.17854 24241.2 0.0 24220.3 Nolnfil 18.967 0.1770 0.0000 19.850 0.00000 0.17655 24262.5 0.0 24241.6 Nolnfil 19.000 0.1760 0.0000 19.850 0.00000 0.17648 24283.7 0.0 24262.8 Nolnfil ' 19.033 0.1754 0.0000 19.850 0.00000 0.17490 24304.8 0.0 24283.9 Nolnfil 19.067 0.1752 0.0000 19.850 0.00000 0.17566 24325.8 0.0 24304.9 Nolnfil 19.100 0.1757 0.0000 19.850 0.00000 0.17523 24346.9 0.0 24325.9 Nolnfil 19.133 0.1769 0.0000 19.850 0.00000 0.17740 24368.1 0.0 24347.1 Nolnfil 19.167 0.1785 0.0000 19.850 0.00000 0.17803 24389.4 0.0 24368.4 Nolnfil ' 19.200 0.1801 0.0000 19.850 0.00000 0.18052 24410.9 0.0 24389.9 Nolnfil 19.233 0.1815 0.0000 19.850 0.00000 0.18100 24432.6 0.0 24411.6 Nolnfil 19.267 0.1826 0.0000 19.850 0.00000 0.18309 24454.4 0.0 24433.5 Nolnfil 19.300 0.1836 0.0000 19.850 0.00000 0.18314 24476.4 0.0 24455.4 Nolnfil 19.333 0.1844 0.0000 19.850 0.00000 0.18488 24498.5 0.0 24477.5 Nolnfil ' 19.367 0.1851 0.0000 19.850 0.00000 0.18465 24520.7 0.0 24499.7 Nolnfil 19.400 0.1857 0.0000 19.850 0.00000 0.18617 24542.9 0.0 24521.9 Nolnfil 19.433 0.1862 0.0000 19.850 0.00000 0.18579 24565.2 0.0 24544.3 Nolnfil 19.467 0.1867 0.0000 19.850 0.00000 0.18717 24587.6 0.0 24566.6 Nolnfil 19.500 0.1872 0.0000 19.850 0.00000 0.18672 24610.0 0.0 24589.1 Nolnfil 19.533 0.1875 0.0000 19.850 0.00000 0.18794 24632.5 0.0 24611.6 Nolnfil ' 19.567 0.1875 0.0000 19.850 0.00000 0.18708 24655.0 0.0 24634.1 Nolnfil 19.600 0.1872 0.0000 19.850 0.00000 0.18768 24677.5 0.0 24656.5 Nolnfil 19.633 0.1865 0.0000 19.850 0.00000 0.18604 24699.9 0.0 24679.0 Nolnfil 19.667 0.1855 0.0000 19.850 0.00000 0.18600 24722.3 0.0 24701.3 Nolnfil 19.700 0.1846 0.0000 19.850 0.00000 0.18414 24744.5 0.0 24723.5 Nolnfil ' 19.733 0.1837 0.0000 19.850 0.00000 0.18420 24766.6 0.0 24745.6 Nolnfil 19.767 0.1830 0.0000 19.850 0.00000 0.18260 24788.6 0.0 24767.6 Nolnfil 19.800 0.1825 0.0000 19.850 0.00000 0.18293 24810.5 0.0 24789.5 Nolnfil 19.833 0.1820 0.0000 19.850 0.00000 0.18157 24832.4 0.0 24811.4 Nolnfil 19.867 0.1816 0.0000 19.850 0.00000 0.18210 24854.2 0.0 24833.2 Nolnfil ' 19.900 0.1813 0.0000 19.850 0.00000 0.18088 24676.0 0.0 24855.0 Nolnfil 19.933 0.1811 0.0000 19.850 0.00000 0.18151 24897.7 0.0 24876.8 Nolnfil 19.967 0.1808 0.0000 19.850 0.00000 0.18039 24919.4 0.0 24898.5 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 11 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 20.000 0.1805 0.0000 19.850 0.00000 0.18098 24941.1 0.0 24920.1 Nolnfil 20.033 0.1798 0.0000 19.850 0.00000 0.17940 24962.7 0.0 24941.8 Nolnfil 20.067 0.1785 0.0000 19.850 0.00000 0.17897 24984.2 0.0 24963.3 Nolnfil ' 20.100 0.1763 0.0000 19.850 0.00000 0.17586 25005.5 0.0 24984.6 Nolnfil 20.133 0.1733 0.0000 19.850 0.00000 0.17376 25026.5 0.0 25005.5 Nolnfil 20.167 0.1703 0.0000 19.850 0.00000 0.16981 25047.1 0.0 25026.2 Nolnfil 20.200 0.1674 0.0000 19.850 0.00000 0.16784 25067.4 0.0 25046.4 Nolnfil 20.233 0.1649 0.0000 19.850 0.00000 0.16449 25087.3 0.0 25066.4 Nolnfii , 20.267 0.1628 0.0000 19.850 0.00000 0.16329 25107.0 0.0 25086.0 Nolnfil 20.300 0.1611 0.0000 19.850 0.00000 0.16065 25126.4 0.0 25105.5 Nolnfil 20.333 0.1596 0.0000 19.850 0.00000 0.16004 25145.7 0.0 25124.7 Nolnfil 20.367 0.1583 0.0000 19.850 0.00000 0.15789 25164.7 0.0 25143.8 Nolnfil 20.400 0.1572 0.0000 19.850 0.00000 0.15767 25183.7 0.0 25162.7 Nolnfil ' 20.433 0.1563 0.0000 19.850 0.00000 0.15583 25202.5 0.0 25181.5 Nolnfil 20.467 0.1554 0.0000 19.850 0.00000 0.15586 25221.2 0.0 25200.2 Nolnfil 20.500 0.1546 0.0000 19.850 0.00000 0.15421 25239.8 0.0 25218.8 Nolnfil 20.533 0.1540 0.0000 19.850 0.00000 0.15443 25258.3 0.0 25237.3 Nolnfil 20.567 0.1534 0.0000 19.850 0.00000 0.15298 25276.7 0.0 25255.8 Nolnfil 20.600 0.1529 0.0000 19.850 0.00000 0.15334 25295.1 0.0 25274.2 Nolnfil ' 20.633 0.1525 0.0000 19.850 0.00000 0.15202 25313.4 0.0 25292.5 Nolnfil 20.667 0.1521 0.0000 19.850 0.00000 0.15250 25331.7 0.0 25310.8 Nolnfil 20.700 0.1517 0.0000 19.850 0.00000 0.15129 25349.9 0.0 25329.0 Nolnfl 20.733 0.1514 0.0000 19.850 0.00000 0.15185 25368.1 0.0 25347.2 Nolnfil 20.767 0.1512 0.0000 19.850 0.00000 0.15072 25386.3 0.0 25365.3 Nolnfil ' 20.800 0.1509 0.0000 19.850 0.00000 0.15136 25404.4 0.0 25383.5 Nolnfil 20.833 0.1507 0.0000 19.850 0.00000 0.15031 25422.5 0.0 25401.6 Nolnfil 20.867 0.1506 0.0000 19.850 0.00000 0.15101 25440.6 0.0 25419.6 Nolnfil 20.900 0.1504 0.0000 19.850 0.00000 0.15001 25458.7 0.0 25437.7 Nolnfil 20.933 0.1503 0.0000 19.850 0.00000 0.15076 25476.7 0.0 25455.7 Nolnfil ' 20.967 0.1502 0.0000 19.850 0.00000 0.14980 25494.7 0.0 25473.8 Nolnfil 21.000 0.1502 0.0000 19.850 0.00000 0.15059 25512.8 0.0 25491.8 Nolnfil 21.033 0.1501 0.0000 19.850 0.00000 0.14967 25530.8 0.0 25509.8 Nolnfil 21.067 0.1501 0.0000 19.850 0.00000 0.15048 25548.8 0.0 25527.8 Nolnfil 21.100 0.1500 0.0000 19.850 0.00000 0.14959 25566.8 0.0 25545.8 Nolnfil 21.133 0.1500 0.0000 19.850 0.00000 0.15043 25584.8 0.0 25563.8 Nolnfil ' 21.167 0.1500 0.0000 19.850 0.00000 0.14957 25602.8 0.0 25581.8 Nolnfil 21.200 0.1500 0.0000 19.850 0.00000 0.15043 25620.8 0.0 25599.8 Nolnfil 21.233 0.1500 0.0000 19.850 0.00000 0.14959 25638.8 0.0 25617.8 Nolnfil 21.267 0.1500 0.0000 19.850 0.00000 0.15047 25656.8 0.0 25635.8 Nolnfil 21.300 0.1501 0.0000 19.850 0.00000 0.14964 25674.8 0.0 25653.8 Nolnfil ' 21.333 0.1501 0.0000 19.850 0.00000 0.15052 25692.8 0.0 25671.8 Nolnfil 21.367 0.1501 0.0000 19.850 0.00000 0.�4971 25710.8 0.0 25689.9 Nolnfil 21.400 0.1502 0.0000 19.850 0.00000 0.15058 25728.8 0.0 25707.9 Nolnfil 21.433 0.1502 0.0000 19.850 0.00000 0.14977 25746.9 0.0 25725.9 Nolnfil 21.467 0.1502 0.0000 19.850 0.00000 0.15065 25764.9 0.0 25743.9 Nolnfil � 21.500 0.1503 0.0000 19.850 0.00000 0.14983 25782.9 0.0 25762.0 Nolnfil 21.533 0.1503 0.0000 19.850 0.00000 0.15071 25800.9 0.0 25780.0 Nolnfil 21.567 0.1503 0.0000 19.850 0.00000 0.'14990 25819.0 0.0 25798.0 Nolnfil 21.600 0.1503 0.0000 19.850 0.00000 0.15077 25837.0 0.0 25816.1 Nolnfil 21.633 0.1504 0.0000 19.850 0.00000 0.14996 25855.1 0.0 25834.1 Nolnfil 21.667 0.1504 0.0000 19.850 0.00000 0.15083 25873.1 0.0 25852.2 Nolnfil ' 21.700 0.1504 0.0000 19.850 0.00000 0.15002 25891.2 0.0 25870.2 Nolnfil 21.733 0.1505 0.0000 19.850 0.00000 0.15089 25909.2 0.0 25888.3 Nolnfil 21.767 0.1505 0.0000 19.850 0.00000 0.15009 25927.3 0.0 25906.3 Nolnfil 21.800 0.1505 0.0000 19.850 0.00000 0.15095 25945.3 0.0 25924.4 Nolnfil 21.833 0.1506 0.0000 19.850 0.00000 0.15015 25963.4 0.0 25942.4 Nolnfil ' 21.867 0.1506 0.0000 19.850 0.00000 0.15101 25981.5 0.0 25960.5 Nolnfil 21.900 0.1506 0.0000 19.850 0.00000 0.15021 25999.5 0.0 25978.6 Nolnfil 21.933 0.1507 0.0000 19.850 0.00000 0.15107 26017.6 0.0 25996.7 Nolnfil 21.967 0.1507 0.0000 19.850 0.00000 0.15027 26035.7 0.0 26014.7 Nolnfil 22.000 0.1507 0.0000 19.850 0.00000 0.15113 26053.8 0.0 26032.8 Nolnfil � 22.033 0.1508 0.0000 19.850 0.00000 0.15034 26071.9 0.0 26050.9 Nolnfil 22.067 0.1508 0.0000 19.850 0.00000 0.15119 26090.0 0.0 26069.0 Nolnfil 22.100 0.1508 0.0000 19.850 0.00000 0.15040 26108.1 0.0 26087.1 Nolnfii 22.133 0.1508 0.0000 19.850 0.00000 0.15125 26126.2 0.0 26105.2 Nolnfil 22.167 0.1509 0.0000 19.850 0.00000 0.15046 26144.3 0.0 26123.3 Nolnfil 22.200 0.1509 0.0000 19.850 0.00000 0.15131 26162.4 0.0 26141.4 Nolnfil ' 22.233 0.1509 0.0000 19.850 0.00000 0.15052 26180.5 0.0 26159.5 Nolnfil 22.267 0.1510 0.0000 19.850 0.00000 0.15138 26198.6 0.0 26177.6 Nolnfil 22.300 0.1510 0.0000 19.850 0.00000 0.15059 26216.7 0.0 26195.8 Nolnfil 22.333 0.1510 0.0000 19.850 0.00000 0.15144 26234.8 0.0 26213.9 Nolnfil 22.367 0.1511 0.0000 19.850 0.00000 0.15065 26253.0 0.0 26232.0 Nolnfil ' 22.400 0.1511 0.0000 19.850 0.00000 0.15150 26271.1 0.0 26250.1 Nolnfil 22.433 0.1511 0.0000 19.850 0.00000 0.15071 26289.2 0.0 26268.3 Nolnfil 22.467 0.1511 0.0000 19.850 0.00000 0.15156 26307.4 0.0 26286.4 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 12 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'!s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.1512 0.0000 19.850 0.00000 0.15077 26325.5 0.0 26304.5 Nolnfil 22.533 0.1511 0.0000 19.850 0.00000 0.15150 26343.6 0.0 26322.7 Nolnfil 22.567 0.1508 0.0000 19.850 0.00000 0.15035 26361.7 0.0 26340.8 Nolnfil ' 22.600 0.1500 0.0000 19.850 0.00000 0.15041 26379.8 0.0 26358.8 Nolnfil 22.633 0.1488 0.0000 19.850 0.00000 0.14838 26397.7 0.0 26376.8 Nolnfil 22.667 0.1473 0.0000 19.850 0.00000 0.14773 26415.5 0.0 26394.5 Nolnfl 22.700 0.1459 0.0000 19.850 0.00000 0.14548 26433.1 0.0 26412.1 Nolnfil 22.733 0.1446 0.0000 19.850 0.00000 0.14499 26450.5 0.0 26429.5 Nolnfil ' 22.767 0.1435 0.0000 19.850 0.00000 0.14309 26467.8 0.0 26446.8 Nolnfil 22.800 0.1426 0.0000 19.850 0.00000 0.14297 26485.0 0.0 26464.0 Nolnfil 22.833 0.1418 0.0000 19.850 0.00000 0.14140 26502.0 0.0 26481.1 Nolnfil 22.867 0.1411 0.0000 19.850 0.00000 0.14155 26519.0 0.0 26498.0 Nolnfil 22.900 0.1406 0.0000 19.850 0.00000 0.14019 26535.9 0.0 26514.9 Nolnfil ' 22.933 0.1401 0.0000 19.850 0.00000 0.14050 26552.7 0.0 26531.8 Nolnfil 22.967 0.1397 0.0000 19.850 0.00000 0.13929 26569.5 0.0 26548.6 Nolnfil 23.000 0.1393 0.0000 19.850 0.00000 0.13968 26586.3 0.0 26565.3 Nolnfil 23.033 0.1388 0.0000 19.850 0.00000 0.13844 26603.0 0.0 26582.0 Nolnfil 23.067 0.1383 0.0000 19.850 0.00000 0.13870 26619.6 0.0 26598.6 Nolnfil 23.100 0.1376 0.0000 19.850 0.00000 0.13719 26636.1 0.0 26615.2 Nolnfil ' 23.133 0.1367 0.0000 19.850 0.00000 0.13714 26652.6 0.0 26631.6 Nolnfil 23.167 0.1359 0.0000 19.850 0.00000 0.13550 26669.0 0.0 26648.0 Nolnfil 23.200 0.1351 0.0000 19.850 0.00000 0.13552 26685.2 0.0 26664.3 Nolnfil 23.233 0.1345 0.0000 19.850 0.00000 0.13406 26701.4 0.0 26680.4 Nolnfil 23.267 0.1339 0.0000 19.850 0.00000 0.13428 26717.5 0.0 26696.5 Nolnfil ' 23.300 0.1334 0.0000 19.850 0.00000 0.13300 26733.5 0.0 26712.6 Nolnfii 23.333 0.1330 0.0000 19.850 0.00000 0.13338 26749.5 0.0 26728.5 Noinfil 23.367 0.1326 0.0000 19.850 0.00000 0.13225 26765.4 0.0 26744.5 Nolnfil 23.400 0.1323 0.0000 19.850 0.00000 0.13273 26781.3 0.0 26760.4 Nolnfil 23.433 0.1321 0.0000 19.850 0.00000 0.13169 26797.2 0.0 26776.2 Nolnfil 23.467 0.1319 0.0000 19.850 0.00000 0.13224 26813.0 0.0 26792.1 Nolnfil ' 23.500 0.1316 0.0000 19.850 0.00000 0.13122 26828.9 0.0 26807.9 Nolnfil 23.533 0.1311 0.0000 19.850 0.00000 0.13153 26844.6 0.0 26823.7 Nolnfil 23.567 0.1302 0.0000 19.850 0.00000 0.12982 26860.3 0.0 26839.3 Nolnfil 23.600 0.1287 0.0000 19.850 0.00000 0.12905 26875.8 0.0 26854.9 Nolnfil 23.633 0.1265 0.0000 19.850 0.00000 0.12608 26891.1 0.0 26870.2 Nolnfil ' 23.667 0.1242 0.0000 19.850 0.00000 0.12462 26906.2 0.0 26885.2 Nolnfil 23.700 0.1221 0.0000 19.850 0.00000 0.12172 26921.0 0.0 26900.0 Nolnfil 23.733 0.1203 0.0000 19.850 0.00000 0.12067 26935.5 0.0 26914.5 Nolnfil 23.767 0.1187 0.0000 19.850 0.00000 0.11835 26949.8 0.0 26928.9 Nolnfil 23.800 0.1174 0.0000 19.850 0.00000 0.11784 26964.0 0.0 26943.1 Nolnfil ' 23.833 0.1164 0.0000 19.850 0.00000 0.11597 26978.0 0.0 26957.1 Nolnfil 23.867 0.1154 0.0000 19.850 0.00000 0.11582 26992.0 0.0 26971.0 Nolnfil 23.900 0.1146 0.0000 19.850 0.00000 0.11424 27005.8 0.0 26984.8 Nolnfil 23.933 0.1139 0.0000 19.850 0.00000 0.11432 27019.5 0.0 26998.5 Nolnfil 23.967 0.1133 0.0000 19.850 0.00000 0.11293 27033.1 0.0 27012.1 Nolnfil 24.000 0.1127 0.0000 19.850 0.00000 0.11313 27046.7 0.0 27025.7 Nolnfil ' 24.033 0.1110 0.0000 19.850 0.00000 0.11057 27060.1 0.0 27039.1 Nolnfil 24.067 0.1071 0.0000 19.850 0.00000 0.10744 27073.2 0.0 27052.2 Nolnfil 24.100 0.0999 0.0000 19.850 0.00000 0.09955 27085.6 0.0 27064.6 Nolnfil 24.133 0.0893 0.0000 19.850 0.00000 0.08965 27096.9 0.0 27076.0 Nolnfil 24.167 0.0781 0.0000 19.850 0.00000 0.07770 27107.0 0.0 27086.0 Nolnfil ' 24.200 0.0674 0.0000 19.850 0.00000 0.06781 27115.7 0.0 27094.8 Nolnfil 24.233 0.0582 0.0000 19.850 0.00000 0.05780 27123.3 0.0 27102.3 Nolnfil 24267 0.0504 0.0000 19.850 0.00000 0.05077 27129.8 0.0 27108.8 Nolnfil 24.300 0.0438 0.0000 19.850 0.00000 0.04341 27135.4 0.0 27114.5 Nolnfil 24.333 0.0383 0.0000 19.850 0.00000 0.03864 27140.3 0.0 27119.4 Nolnfil ' 24.367 0.0335 0.0000 19.850 0.00000 0.03314 27144.6 0.0 27123.7 Nolnfil 24.400 0.0294 0.0000 19.850 0.00000 0.02981 27148.4 0.0 27127.5 Nolnfil 24.433 0.0258 0.0000 19.850 0.00000 0.02544 27151.7 0.0 27130.8 Nolnfil 24.467 0.0227 0.0000 19.850 0.00000 0.02307 27154.6 0.0 27133.7 Nolnfil 24.500 0.0197 0.0000 19.850 0.00000 0.01934 27157.2 0.0 27136.2 Nolnfil 24.533 0.0172 0.0000 19.850 0.00000 0.01762 27159.4 0.0 27138.5 Nolnfil ' 24.567 0.0150 0.0000 19.850 0.00000 0.01465 27161.3 0.0 27140.4 Nolnfil 24.600 0.0131 0.0000 19.850 0.00000 0.01345 27163.0 0.0 27142.1 Nolnfil 24.633 0.0113 0.0000 19.850 0.00000 0.01093 27164.5 0.0 27143.5 Nolnfil 24.667 0.0098 0.0000 19.850 0.00000 0.01013 27165.8 0.0 27144.8 Nolnfil 24.700 0.0084 0.0000 19.850 0.00000 0.00798 27166.8 0.0 27145.9 Nolnfil ' 24.733 0.0071 0.0000 19.850 0.00000 0.00752 27167.8 0.0 27146.8 Nolnfii 24.767 0.0060 0.0000 19.850 0.00000 0.00565 27168.6 0.0 27147.6 Nolnfil 24.800 0.0051 0.0000 19.850 0.00000 0.00546 27169.2 0.0 27148.3 Nolnfil 24.833 0.0042 0.0000 19.850 0.00000 0.00386 27169.8 0.0 27148.8 Nolnfil 24.867 0.0035 0.0000 19.850 0.00000 0.00391 27170.3 0.0 27149.3 Nolnfii , 24.900 0.0029 0.0000 19.850 0.00000 0.00250 27170.6 0.0 27149.7 Nolnfil 24.933 0.0023 0.0000 19.850 0.00000 0.00271 27171.0 0.0 27150.0 Nolnfil 24.967 0.0018 O.00OD 19.850 0.00000 0.00146 27171.2 0.0 27150.2 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 13 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 1 :: Existing Conditions(25 year-24 hourStorm) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 25.000 0.0014 0.0000 19.850 0.00000 0.00182 27171.4 0.0 27150.4 Nolnfil 25.033 0.0011 0.0000 19.850 0.00000 0.00071 27171.6 0.0 27150.6 Nolnfil 25.067 0.0008 0.0000 19.850 0.00000 0.00118 27171.7 0.0 27150.7 Nolnfil ' 25.100 0.0006 0.0000 19.850 0.00000 0.00018 27171.7 0.0 27150.8 Nolnfil 25.133 0.0004 0.0000 19.850 0.00000 0.00076 27171.8 0.0 27150.8 Nolnfil 25.167 0.0002 0.0000 19.850 0.00000 0.00000 27171.8 0.0 27150.9 Nolnfil 25.200 0.0001 0.0000 19.850 0.00000 0.00022 27171.9 0.0 27150.9 Nolnfil 25.233 0.0001 0.0000 19.850 0.00000 0.00000 27177.9 0.0 27150.9 Nolnfil , 25.267 0.0000 0.0000 19.850 0.00000 0.00007 27171.9 0.0 27150.9 Nolnfil 25.300 0.0000 0.0000 19.850 0.00000 0.00000 27171.9 0.0 27150.9 Nolnfil 25.333 0.0000 0.0000 19,850 0.00000 0.00000 27171.9 0.0 27150.9 Nolnfil 25.367 0.0000 0.0000 19.850 --- -- 27171.9 0.0 27150.9 N.A. � ' ' , ' ' 1 ' ' t , , Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 14 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 9 :: Existing Conditions(25 year-24 hour Storm) Time Stage Rate Volume ' (hours) (ft datum) (ft/s) (ft3) Stage Minimum 0.000 18.95 ' Maximum 12.067 19.89 Inflow Rate-Maximum-Positive 12.067 3.8140 Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive 25.267 27171.9 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 27171.9 ' Infiltration Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 0.0 Combined Discharge ' Rate-Maximum-Positive 12.067 3.8151 Rate-Maximum-Negative 25.333 0.0000 Cumulative Volume-Maximum Positive 25.300 27150.9 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 25.367 27150.9 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 12.067 3.8151 ' Rate-Maximum-Negative 25.333 0.0000 Cumulative Volume-Maximum Positive 25.300 27150.9 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 27150.9 ' Discharge Structure 2 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled ' Cumulative Volume-Maximum Negative disabled disabied Cumulative Volume-End of Simulation disabled disabled Discharge Structure 3 -inactive ' Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled , Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. , 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' ' Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 15 ' ' PONDS Version 3.2.0147 � Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 2 :: Existing Conditions(100 year-24 hour Sform) Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate DischBrge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft3) Type 0.000 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.033 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil ' 0.067 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Noinfil 0.100 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.133 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.167 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.200 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.233 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil ' 0267 0.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.300 0.0000 0.0000 18.951 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.333 0.0001 0.0000 18.956 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.367 0.0003 0.0000 18.971 0.00000 0.00000 0.0 0.0 0.0 Nolnfil 0.400 0.0008 0.0000 18.996 0.00000 0.00000 0.1 0.0 0.0 Nolnfil ' 0.433 0.0016 0.0000 19.031 0.00000 0.00000 0.2 0.0 0.0 Nolnfil 0.467 0.0027 0.0000 19.074 0.00000 0.00000 0.5 0.0 0.0 Nolnfil 0.500 0.0041 0.0000 19.123 0.00000 0.00000 0.9 0.0 0.0 Nolnfil 0.533 0.0057 0.0000 19.178 0.00000 0.00000 1.5 0.0 0.0 Nolnfil 0.567 0.0075 0.0000 19.236 0.00000 0.00000 2.3 0.0 0.0 Nolnfil 0.600 0.0093 0.0000 19.296 0.00000 0.00000 3.3 0.0 0.0 Nolnfil ' 0.633 0.0113 0.0000 19.359 0.00000 0.00000 4.6 0.0 0.0 Nolnfil 0.667 0.0132 0.0000 19.423 0.00000 0.00000 6.0 0.0 0.0 Nolnfil 0.700 0.0152 0.0000 19.489 0.00000 0.00000 7.7 0.0 0.0 Nolnfil 0.733 0.0171 0.0000 19.555 0.00000 0.00000 9.7 0.0 0.0 Nolnfil 0.767 0.0190 0.0000 19.621 0.00000 0.00000 11.8 0.0 0.0 Nolnfil ' 0.800 0.0210 0.0000 19.688 0.00000 0.00000 14.2 0.0 0.0 Nolnfil 0.833 0.0229 0.0000 19.755 0.00000 0.00000 16.9 0.0 0.0 Nolnfil 0.867 0.0247 0.0000 19.822 0.00000 0.00000 19.7 0.0 0.0 Nolnfil 0.900 0.0265 0.0000 19.850 0.00000 0.03040 22.8 0.0 1.8 Nolnfil 0.933 0.0283 0.0000 19.850 0.00000 0.02437 26.1 0.0 5.1 Nolnfil ' 0.967 0.0300 0.0000 19.850 0.00000 0.03387 29.6 0.0 8.6 Nolnfil 1.000 0.0316 0.0000 19.850 0.00000 0.02775 33.3 0.0 12.3 Nolnfil 1.033 0.0333 0.0000 19.850 0.00000 0.03721 37.2 0.0 16.2 Nolnfil 1.067 0.0351 0.0000 19.850 0.00000 0.03121 41.3 0.0 20.3 Nolnfil , 1.100 0.0371 0.0000 19.850 0.00000 0.04094 45.6 0.0 24.6 Nolnfil 1.133 0.0392 0.0000 19.850 0.00000 0.03534 50.2 0.0 29.2 Nolnfil ' 1.167 0.0415 0.0000 19.850 0.00000 0.04536 55.0 0.0 34.1 Nolnfil 1.200 0.0437 0.0000 19.850 0.00000 0.03980 60.1 0.0 39.2 Nolnfil 1.233 0.0458 0.0000 19.850 0.00000 0.04967 65.5 0.0 44.5 Nolnfil 1.267 0.0478 0.0000 19.850 0.00000 0.04387 71.1 0.0 50.1 Nolnfil 1.300 0.0496 0.0000 19.850 0.00000 0.05348 76.9 0.0 56.0 Nolnfil ' 1.333 0.0513 0.0000 19.850 0.00000 0.04746 83.0 0.0 62.0 Nolnfil 1.367 0.0530 0.0000 19.850 0.00000 0.05685 89.3 0.0 68.3 Nolnfil 1.400 0.0545 0.0000 19.850 0.00000 0.05064 95.7 D.0 74.7 Nolnfil 1.433 0.0560 0.0000 19.850 0.00000 0.05985 102.3 0.0 81.4 Nolnfil 1.467 0.0574 0.0000 19.850 0.00000 0.05350 109.1 0.0 88.2 Nolnfil � 1.500 0.0587 0.0000 19.850 0.00000 0.06256 116.1 0.0 95.1 Nolnfil 1.533 0.0599 0.0000 19.850 0.00000 0.05603 123.2 0.0 102.3 Nolnfil 1.567 0.0609 0.0000 19.850 0.00000 0.06477 130.5 0.0 109.5 Nolnfil 1.600 0.0617 0.0000 19.850 0.00000 0.05781 137.8 0.0 116.9 Nolnfil 1.633 0.0622 0.0000 19.850 0.00000 0.06602 145.2 0.0 124.3 Nolnfil 1.667 0.0625 0.0000 19.850 0.00000 0.05861 152.7 0.0 131.8 Nolnfil ' 1.700 0.0627 0.0000 19.850 0.00000 0.06659 160.2 0.0 139.3 Nolnfil 1.733 0.0630 0.0000 19.850 0.00000 0.05915 167.8 0.0 146.8 Nolnfil 1.767 0.0633 0.0000 19.850 0.00000 0.06717 175.4 0.0 154.4 Nolnfil 1.800 0.0637 0.0000 19.850 0.00000 0.05981 183.0 0.0 162.0 Nolnfil 1.833 0.0640 0.0000 19.850 0.00000 0.06789 190.6 0.0 169.7 Nolnfil ' 1.867 0.0644 0.0000 19.850 0.00000 0.06058 198.4 0.0 177.4 Nolnfil 1.900 0.0648 0.0000 19.850 0.00000 0.06866 206.1 0.0 185.1 Nolnfil 1.933 0.0652 0.0000 19.850 0.00000 0.06137 213.9 0.0 192.9 Nolnfil 1.967 0.0656 0.0000 19.850 0.00000 0.06945 221.8 0.0 200.8 Nolnfil 2.000 0.0660 0.0000 19.850 0.00000 0.06217 229.7 0.0 208.7 Nolnfil ' 2.033 0.0665 0.0000 19.850 0.00000 0.07035 237.6 0.0 216.6 Nolnfil 2.067 0.0672 0.0000 19.850 0.00000 0.06335 245.6 0.0 224.7 Nolnfil 2.100 0.0681 0.0000 19.850 0.00000 0.07192 253.7 0.0 232.8 Nolnfil 2.133 0.0692 0.0000 19.850 0.00000 0.06536 262.0 0.0 241.0 Nolnfil 2.167 0.0703 0.0000 19.850 0.00000 0.07415 270.3 0.0 249.4 Nolnfil 2.200 0.0714 0.0000 19.850 0.00000 0.06756 278.9 0.0 257.9 Nolnfil , 2.233 0.0724 0.0000 19.850 0.00000 0.07618 287.5 0.0 266.5 Nolnfil 2.267 0.0732 0.0000 19.850 0.00000 0.06941 296.2 0.0 275.3 Nolnfil 2.300 0.0740 0.0000 19.850 0.00000 0.07783 305.0 0.0 284.1 Nolnfil 2.333 0.0747 0.0000 19.850 0.00000 0.07090 314.0 0.0 293.0 Nolnfil 2.367 0.0754 0.0000 19.850 0.00000 0.07919 323.0 0.0 302.0 Nolnfil , 2.400 0.0760 0.0000 19.850 0.00000 0.07217 332.1 0.0 311.1 Nolnfil 2.433 0.0765 0.0000 19.850 0.00000 0.08036 341.2 0.0 320.3 Nolnfil 2.467 0.0771 0.0000 19.850 0.00000 0.07328 350.4 0.0 329.5 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:42 Page 16 ' ' PONDS Version 3.2.0147 � Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ff/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(fN) Volume(ft') Type 2.500 0.0776 0.0000 19.850 0.00000 0.08140 359.7 0.0 338.8 Nolnfil 2.533 0.0781 0.0000 19.850 0.00000 0.07427 369.0 0.0 348.1 Nolnfil 2.567 0.0785 0.0000 19.850 0.00000 0.08233 378.4 0.0 357.5 Nolnfil ' 2.600 0.0790 0.0000 19.850 0.00000 0.07516 387.9 0.0 366.9 Nolnfil 2.633 0.0794 0.0000 19.850 0.00000 0.08316 397.4 0.0 376.4 Nolnfil 2.667 0.0798 0.0000 19.850 0.00000 0.07597 406.9 0.0 386.0 Nolnfil 2.700 0.0801 0.0000 19.850 0.00000 0.08393 416.5 0.0 395.6 Nolnfil 2.733 0.0805 0.0000 19.850 0.00000 0.07670 426.2 0.0 405.2 Nolnfil ' 2.767 0.0808 0.0000 19.850 0.00000 0.08462 435.9 0.0 414.9 Nolnfil 2.800 0.0812 0.0000 19.850 0.00000 0.07738 445.6 0.0 424.6 Nolnfil 2.833 0.0815 0.0000 19.850 0.00000 0.08526 455.3 0.0 434.4 Nolnfil 2.867 0.0818 0.0000 19.850 0.00000 0.07800 465.1 0.0 444.2 Nolnfil 2.900 0.0821 0.0000 19.850 . 0.00000 0.08584 475.0 0.0 454.0 Nolnfil ' 2.933 0.0823 0.0000 19.850 0.00000 0.07856 484.8 0.0 463.9 Nolnfil 2.967 0.0826 0.0000 19.850 0.00000 0.08637 494.7 0.0 473.8 Nolnfil 3.000 0.0828 0.0000 19.850 0.00000 0.07908 504.6 0.0 483.7 Nolnfil 3.033 0.0832 0.0000 19.850 0.00000 0.08700 514.6 0.0 493.6 Nolnfil 3.067 0.0838 0.0000 19.850 0.00000 0.08009 524.6 0.0 503.7 Nolnfil 3.100 0.0848 0.0000 19.850 0.00000 0.08859 534.8 0.0 513.8 Nolnfil , 3.133 0.0862 0.0000 19.850 0.00000 0.08243 545.0 0.0 524.1 Nolnfil 3.167 0.0876 0.0000 19.850 0.00000 0.09137 555.4 0.0 534.5 Nolnfl 3.200 0.0890 0.0000 19.850 0.00000 0.08523 566.0 0.0 545.1 Nolnfil 3.233 0.0902 0.0000 19.850 0.00000 0.09394 576.8 0.0 555.8 Nolnfil 3.267 0.0912 0.0000 19.850 0.00000 0.08749 587.7 0.0 566.7 Nolnfil ' 3.300 0.0922 0.0000 19.850 0.00000 0.09590 598.7 0.0 577.7 Nolnfil 3.333 0.0929 0.0000 19.850 0.00000 0.08920 609.8 0.0 588.8 Nolnfil 3.367 0.0936 0.0000 19.850 0.00000 0.09739 621.0 0.0 600.0 Nolnfil 3.400 0.0943 0.0000 19.850 0.00000 0.09054 632.3 0.0 611.3 Nolnfil 3.433 0.0948 0.0000 19.850 0.00000 0.09858 643.6 0.0 622.6 Nolnfil ' 3.467 0.0954 0.0000 19.850 0.00000 0.09164 655.0 0.0 634.1 Nolnfil 3.500 0.0959 0.0000 19.850 0.00000 0.09960 666.5 0.0 645.5 Nolnfil 3.533 0.0962 0.0000 19.850 0.00000 0.09245 678.0 0.0 657.1 Nolnfil 3.567 0.0962 0.0000 19.850 0.00000 0.09994 689.6 0.0 668.6 Nolnfil 3.600 0.0959 0.0000 19.850 0.00000 0.09215 701.1 0.0 680.1 Nolnfil 3.633 0.0951 0.0000 19.850 0.00000 0.09881 712.5 0.0 691.6 Nolnfil ' 3.667 0.0942 0.0000 19.850 0.00000 0.09046 723.9 0.0 702.9 Nolnfil 3.700 0.0933 0.0000 19.850 0.00000 0.09699 735.1 0.0 7142 Nolnfil 3.733 0.0925 0.0000 19.850 0.00000 0.08879 746.3 0.0 725.3 Nolnfil 3.767 0.0919 0.0000 19.850 0.00000 0.09558 757.4 0.0 736.4 Nolnfil 3.800 0.0914 0.0000 19.850 0.00000 0.08765 768.3 0.0 747.4 Nolnfil , 3.833 0.0909 0.0000 19.850 0.00000 0.09464 779.3 0.0 758.3 Nolnfil 3.867 0.0906 0.0000 19.850 0.00000 0.08691 790.2 0.0 769.2 Nolnfil 3.900 0.0903 0.0000 19.850 0.00000 0.09403 801.0 0.0 780.1 Nolnfil 3.933 0.0901 0.0000 19.850 0.00000 0.08641 811.9 0.0 790.9 Nolnfil 3.967 0.0899 0.0000 19.850 0.00000 0.09360 822.7 0.0 801.7 Nolnfil 4.000 0.0897 0.0000 19.850 0.00000 0.08604 833.4 0.0 812.5 Nolnfil ' 4.033 0.0897 0.0000 19.850 0.00000 0.09338 844.2 0.0 823.2 Nolnfil 4.067 0.0899 0.0000 19.850 0.00000 0.08624 855.0 0.0 834.0 Nolnfil 4.100 0.0905 0.0000 19.850 0.00000 0.09419 865.8 0.0 844.8 Nolnfil 4.133 0.0915 0.0000 19.850 0.00000 0.08785 876.7 0.0 855.8 Nolnfil 4.167 0.0927 0.0000 19.850 0.00000 0.09639 887.8 0.0 866.8 Nolnfil ' 4.200 0.0939 0.0000 19.850 0.00000 0.09021 899.0 0.0 878.0 Noinfil 4.233 0.0949 0.0000 19.850 0.00000 0.09859 910.3 0.0 889.3 Nolnfil 4.267 0.0958 0.0000 19.850 0.00000 0.09216 921.7 0.0 900.8 Nolnfil 4.300 0.0966 0.0000 19.850 0.00000 0.10024 933.3 0.0 912.3 Nolnfil 4.333 0.0972 0.0000 19.850 0.00000 0.09357 944.9 0.0 924.0 Nolnfil ' 4.367 0.0978 0.0000 19.850 0.00000 0.10145 956.6 0.0 935.7 Nolnfil 4.400 0.0983 0.0000 19.850 0.00000 0.09464 968.4 0.0 947.4 Nolnfil 4.433 0.0987 0.0000 19.850 0.00000 0.10238 980.2 0.0 959.3 Nolnfil 4.467 0.0991 0.0000 19.850 0.00000 0.09548 992.1 0.0 971.1 Nolnfil 4.500 0.0995 0.0000 19.850 0.00000 0.10315 1004.0 0.0 983.0 Nolnfil 4.533 0.1000 0.0000 19.850 0.00000 0.09635 1016.0 0.0 995.0 Nolnfil , 4.567 0.1008 0.0000 19.850 0.00000 0.10439 1028.0 0.0 1007.1 Nolnfil 4.600 0.1020 0.0000 19.850 0.00000 0.09835 1040.2 0.0 1019.2 Nolnfil 4.633 0.1038 0.0000 19.850 0.00000 0.10743 1052.5 0.0 1031.6 Nolnfil 4.667 0.1059 0.0000 19.850 0.00000 0.10224 1065.1 0.0 1044.1 Nolnfil 4.700 0.1079 0.0000 19.850 0.00000 0.11153 1077.9 0.0 1057.0 Nolnfil , 4.733 0.1098 0.0000 19.850 0.00000 0.10613 1091.0 0.0 1070.0 Nolnfil 4.767 0.1113 0.0000 19.850 0.00000 0.11496 1104.3 0.0 1083.3 Nolnfil 4.800 0.1127 0.0000 19.850 0.00000 0.10909 1117.7 0.0 1096.7 Nolnfil 4.833 0.1139 0.0000 19.850 0.00000 0.11749 1131.3 0.0 1110.3 Nolnfil 4.867 0.1149 0.0000 19.850 0.00000 0.11127 1145.0 0.0 1124.1 Noinfil ' 4.900 0.1158 0.0000 19.850 0.00000 0.11936 1158.9 0.0 1137.9 Nolnfil 4.933 0.1165 0.0000 19.850 0.00000 0.11293 1172.8 0.0 1151.8 Nolnfil 4.967 0.1172 0.0000 19.850 0.00000 0.12082 1186.8 0.0 1165.9 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 17 , ' PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 5.000 0.1178 0.0000 19.850 0.00000 0.11424 1200.9 0.0 1180.0 Nolnfil 5.033 0.1183 0.0000 19.850 0.00000 0.12190 1215.1 0.0 1194.1 Nolnfil ' 5.067 0.1186 0.0000 19.850 0.00000 0.11499 1229.3 0.0 1208.3 Nolnfil 5.100 0.1186 0.0000 19.850 0.00000 0.12221 1243.5 0.0 1222.6 Nolnfil 5.133 0.1185 0.0000 19.850 0.00000 0.11489 1257.8 0.0 1236.8 Nolnfil 5.167 0.1183 0.0000 19.850 0.00000 0.12184 1272.0 0.0 1251.0 Nolnfil 5.200 0.1181 0.0000 19.850 0.00000 0.11448 1286.1 0.0 1265.2 Nolnfil 5.233 0.1179 0.0000 19.850 0.00000 0.12146 1300.3 0.0 1279.3 Nolnfil ' 5.267 0.1178 0.0000 19.850 0.00000 0.11420 1314.4 0.0 1293.5 Nolnfil 5.300 0.1177 0.0000 19.850 0.00000 0.12125 1328.6 0.0 1307.6 Nolnfil 5.333 0.1176 0.0000 19.850 0.00000 0.11406 1342.7 0.0 1321.7 Nolnfil 5.367 0.1176 0.0000 19.850 0.00000 0.12114 1356.8 0.0 1335.8 Nolnfil 5.400 0.1175 0.0000 19.850 0.00000 0.11399 1370.9 0.0 1349.9 Nolnfil ' 5.433 0.1175 0.0000 19.850 0.00000 0.12108 1385.0 0.0 1364.1 Nolnfil 5.467 0.1175 0.0000 19.850 0.00000 0.11397 1399.1 0.0 1378.2 Nolnfil 5.500 0.1175 0.0000 19.850 0.00000 0.12105 1413.2 0.0 1392.3 Nolnfil 5.533 0.1175 0.0000 19.850 0.00000 0.11395 1427.3 0.0 1406.4 Nolnfil 5.567 0.1175 0.0000 19.850 0.00000 0.12103 1441.4 0.0 1420.5 Nolnfil ' 5.600 0.1175 D.0000 19.850 0.00000 0.11396 1455.5 0.0 1434.6 Nolnfil 5.633 0.1175 0.0000 19.850 0.00000 0.12103 1469.6 0.0 1448.7 Nolnfil 5.667 0.1175 0.0000 19.850 0.00000 0.11397 1483.7 0.0 1462.8 Nolnfil 5.700 0.1175 0.0000 19.850 0.00000 0.12102 1497.8 0.0 1476.9 Nolnfil 5.733 0.1175 0.0000 19.850 0.00000 0.11397 1511.9 0.0 1491.0 Nolnfil 5.767 0.1175 0.0000 19.850 0.00000 0.12102 1526.0 0.0 1505.1 Nolnfil ' 5.800 0.1175 0.0000 19.850 0.00000 0.11399 1540.1 0.0 1519.2 Nolnfil 5.833 0.1175 0.0000 19.850 0.00000 0.12102 1554.2 0.0 1533.3 Nolnfil 5.867 0.1175 0.0000 19.850 0.00000 0.11401 1568.3 0.0 1547.4 Nolnfil 5.900 0.1175 0.0000 19.850 0.00000 0.12104 1582.4 0.0 1561.5 Nolnfil 5.933 0.1176 0.0000 19.850 0.00000 0.11405 1596.5 0.0 1575.6 Nolnfil ' S.967 0.1176 0.0000 19.850 0.00000 0.12107 1610.6 0.0 1589.7 Nolnfil 6.000 0.1176 0.0000 19.850 0.00000 0.11410 1624.7 0.0 1603.8 Nolnfil 6.033 0.1178 0.0000 19.850 0.00000 0.12127 1638.9 0.0 1617.9 Nolnfil 6.067 0.1182 0.0000 19.850 0.00000 0.11473 1653.0 0.0 1632.1 Nolnfil 6.100 0.1191 0.0000 19.850 0.00000 0.12255 1667.3 0.0 1646.3 Nolnfil 6.133 0.1203 0.0000 19.850 0.00000 0.11685 1681.6 0.0 1660.7 Nolnfil ' 6.167 0.1217 0.0000 19.850 0.00000 0.12516 1696.1 0.0 1675.2 Nolnfil 6.200 0.1230 0.0000 19.850 0.00000 0.11949 1710.8 0.0 1689.9 Nolnfil 6.233 0.1241 0.0000 19.850 0.00000 0.12756 1725.6 0.0 1704.7 Nolnfil 6.267 0.1250 0.0000 19.850 0.00000 0.12157 1740.6 0.0 1719.6 Nolnfil 6.300 0.1259 0.0000 19.850 0.00000 0.12932 1755.6 0.0 1734.7 Nolnfil ' 6.333 0.1265 0.0000 19.850 0.00000 0.12308 1770.8 0.0 1749.8 Nolnfil 6.367 0.1271 0.0000 19.850 0.00000 0.13059 1786.0 0.0 1765.1 Nolnfil 6.400 0.1277 0.0000 19.850 0.00000 0.12420 1801.3 0.0 1780.3 Nolnfil 6.433 0.1281 0.0000 19.850 0.00000 0.13156 1816.6 0.0 1795.7 Nolnfil 6.467 0.1285 0.0000 19.850 0.00000 0.12507 1832.0 0.0 1811.1 Nolnfil ' 6.500 0.1289 0.0000 19.850 0.00000 0.13235 1847.5 0.0 1826.5 Nolnfil 6.533 0.1294 0.0000 19.850 0.00000 0.12593 1863.0 0.0 1842.0 Nolnfil 6.567 0.1301 0.0000 19.850 0.00000 0.13349 1878.5 0.0 1857.6 Nolnfil 6.600 0.1311 0.0000 19.850 0.00000 0.12766 1894.2 0.0 1873.3 Nolnfil 6.633 0.1325 0.0000 19.850 0.00000 0.13596 1910.0 0.0 1889.1 Nolnfil 6.667 0.1341 0.0000 19.850 0.00000 0.13063 1926.0 0.0 1905.1 Nolnfil ' 6.700 0.1355 0.0000 19.850 0.00000 0.13895 1942.2 0.0 1921.2 Nolnfil 6.733 0.1368 0.0000 19.850 0.00000 0.13340 1958.5 0.0 1937.6 Nolnfil 6.767 0.1379 0.0000 19.850 0.00000 0.14134 1975.0 0.0 1954.1 Nolnfil 6.800 0.1389 0.0000 19.850 0.00000 0.13546 1991.6 0.0 1970.7 Nolnfil 6.833 0.1397 0.0000 19.850 0.00000 0.14308 2008.3 0.0 1987.4 Nolnfil ' 6.867 0.1404 0.0000 19.850 0.00000 0.13696 2025.2 0.0 2004.2 Nolnfil 6.900 0.1410 0.0000 19.850 0.00000 0.14436 2042.0 0.0 2021.1 Nolnfil 6.933 0.1415 0.0000 19.850 0.00000 0.13810 2059.0 0.0 2038.0 Nolnfil 6.967 0.1420 0.0000 19.850 0.00000 0.14535 2076.0 0.0 2055.0 Nolnfil 7.000 0.1424 0.0000 19.850 0.00000 0.13901 2093.0 0.0 2072.1 Nolnfil ' 7.033 0.1429 0.0000 19.850 0.00000 0.14628 2110.2 0.0 2089.2 Nolnfil 7.067 0.1436 0.0000 19.850 0.00000 0.14021 2127.4 0.0 2106.4 Nolnfil 7.100 0.1446 0.0000 19.850 0.00000 0.14798 2144.6 0.0 2123.7 Nolnfil 7.133 0.1460 0.0000 19.850 0.00000 0.14265 2162.1 0.0 2141.1 Noinfii 7.167 0.1476 0.0000 19.850 0.00000 0.15093 2179.7 0.0 2158.7 Nolnfil 7.200 0.1491 0.0000 19.850 0.00000 0.14569 2197.5 0.0 2176.5 Nolnfil ' 7.233 0.1504 0.0000 19.850 0.00000 0.15374 2215.5 0.0 2194.5 Nolnfil 7.267 0.1515 0.0000 19.850 0.00000 0.14816 2233.6 0.0 2212.6 Nolnfil 7.300 0.1525 0.0000 19.850 0.00000 0.15583 2251.8 0.0 2230.9 Nolnfil 7.333 0.1533 0.0000 19.850 0.00000 0.14995 2270.2 0.0 2249.2 Nolnfil 7.367 0.1540 0.0000 19.850 0.00000 0.15734 2288.6 0.0 2267.6 Nolnfil ' 7.400 0.1546 0.0000 19.850 0.00000 0.15127 2307.1 0.0 2286.2 Nolnfil 7.433 0.1551 0.0000 19.850 0.00000 0.15848 2325.7 0.0 2304.7 Nolnfil 7.467 0.1556 0.0000 19.850 0.00000 0.15229 2344.3 0.0 2323.4 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 18 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Voiume(ft') Volume(ft') Type 7.500 0.1561 0.0000 19.850 0.00000 0.15939 2363.0 0.0 2342.1 Nolnfil 7.533 0.1565 0.0000 19.850 0.00000 0.15318 2381.8 0.0 2360.8 Nolnfil , 7.567 0.1570 0.0000 19.850 0.00000 0.16035 2400.6 0.0 2379.7 Nolnfil 7.600 0.1577 0.0000 19.850 0.00000 0.15443 2419.5 0.0 2398.5 Nolnfil 7.633 0.1587 0.0000 19.850 0.00000 0.16198 2438.5 0.0 2417.5 Nolnfil 7.667 0.1597 0.0000 19.850 0.00000 0.15638 2457.6 0.0 2436.6 Nolnfil 7.700 0.1607 0.0000 19.850 0.00000 0.16397 2476.8 0.0 2455.8 Nolnfil 7.733 0.1616 0.0000 19.850 0.00000 0.15826 2496.1 0.0 2475.2 Nolnfil ' 7.767 0.1623 0.0000 19.850 0.00000 0.16561 2515.6 0.0 2494.6 Nolnfil 7.800 0.1630 0.0000 19.850 0.00000 0.15968 2535.1 0.0 2514.1 Nolnfil 7.833 0.1635 0.0000 19.850 0.00000 0.16681 2554.7 0.0 2533.7 Nolnfil 7.867 0.1640 0.0000 19.850 0.00000 0.16072 2574.3 0.0 2553.4 Nolnfil 7.900 0.1644 0.0000 19.850 0.00000 0.16769 2594.0 0.0 2573.1 Nolnfil , 7.933 0.1648 0.0000 19.850 0.00000 0.16151 2613.8 0.0 2592.8 Nolnfil 7.967 0.1651 0.0000 19.850 0.00000 0.16837 2633.6 0.0 2612.6 Nolnfil 8.000 0.1655 0.0000 19.850 0.00000 0.16219 2653.4 0.0 2632.5 Nolnfil 8.033 0.1660 0.0000 19.850 0.00000 0.16928 2673.3 0.0 2652.3 Nolnfil 8.067 0.1670 0.0000 19.850 0.00000 0.16372 2693.3 0.0 2672.3 Nolnfil 8.100 0.1685 0.0000 19.850 0.00000 0.17173 2713.4 0.0 2692.5 Nolnfil ' 8.133 0.1704 0.0000 19.850 0.00000 0.16720 2733.7 0.0 2712.8 Nolnfil 8.167 0.1724 0.0000 19.850 0.00000 0.17568 2754.3 0.0 2733.4 Nolnfil 8.200 0.1743 0.0000 19.850 0.00000 0.17107 2775.1 0.0 2754.2 Nolnfil 8.233 0.1759 0.0000 19.850 0.00000 0.17914 2796.1 0.0 2775.2 Nolnfil 8.267 0.1773 0.0000 19.850 0.00000 0.17405 2817.3 0.0 2796.4 Nolnfil ' 8.300 0.1784 0.0000 19.850 0.00000 0.18165 2838.7 0.0 2817.7 Nolnfil 8.333 0.1794 0.0000 19.850 0.00000 0.17619 2860.1 0.0 2839.2 Nolnfil 8.367 0.1802 0.0000 19.850 0.00000 0.18346 2881.7 0.0 2860.8 Noinfil 8.400 0.1810 0.0000 19.850 0.00000 0.17777 2903.4 0.0 2882.4 Nolnfil 8.433 0.1816 0.0000 19.850 0.00000 0.18483 2925.1 0.0 2904.2 Nolnfil ' 8.467 0.1822 0.0000 19.850 0.00000 0.17900 2947.0 0.0 2926.0 Nolnfil 8.500 0.1828 0.0000 19.850 0.00000 0.18597 2968.9 0.0 2947.9 Nolnfil 8.533 0.1836 0.0000 19.850 0.00000 0.18042 2990.9 0.0 2969.9 Nolnfil 8.567 0.1850 0.0000 19.850 0.00000 0.18814 3013.0 0.0 2992.0 Nolnfil 8.600 0.1871 0.0000 19.850 0.00000 0.18389 3035.3 0.0 3014.3 Nolnfil 8.633 0.1899 0.0000 19.850 0.00000 0.19311 3057.9 0.0 3037.0 Nolnfil , 8.667 0.1929 0.0000 19.850 0.00000 0.18970 3080.9 0.0 3059.9 Nolnfil 8.700 0.1956 0.0000 19.850 0.00000 0.19880 3104.2 0.0 3083.2 Nolnfil 8.733 0.1980 0.0000 19.850 0.00000 0.19486 3127.8 0.0 3106.9 Nolnfil 8.767 0.2001 0.0000 19.850 0.00000 0.20321 3151.7 0.0 3130.7 Nolnfil 8.800 0.2018 0.0000 19.850 0.00000 0.19863 3175.8 0.0 3154.8 Nolnfil , 8.833 0.2032 0.0000 19.850 0.00000 0.20638 3200.1 0.0 3179.1 Nolnfil 8.867 0.2045 0.0000 19.850 0.00000 0.20134 3224.6 0.0 3203.6 Nolnfil 8.900 0.2D56 0.0000 19.850 0.00000 0.20870 3249.2 0.0 3228.2 Nolnfil 8.933 0.2065 0.0000 19.850 0.00000 0.20340 3273.9 0.0 3252.9 Nolnfil 8.967 0.2074 0.0000 19.850 0.00000 0.21049 3298.7 0.0 3277.8 Nolnfil ' 9.000 0.2082 0.0000 19.850 0.00000 0.20503 3323.7 0.0 3302.7 Nolnfil 9.033 0.2090 0.0000 19.850 0.00000 0.21209 3348.7 0.0 3327.7 Nolnfil 9.067 0.2100 0.0000 '19.850 0.00000 0.20689 3373.8 0.0 3352.9 Nolnfil 9.100 0.2113 0.0000 19.850 0.00000 0.21445 3399.1 0.0 3378.2 Nolnfil 9.133 0.2131 0.0000 19.850 0.00000 0.20998 3424.6 0.0 3403.6 Nolnfil ' 9.167 0.2148 0.0000 19.850 0.00000 0.21792 3450.3 0.0 3429.3 Nolnfil 9.200 0.2165 0.0000 19.850 0.00000 0.21338 3476.1 0.0 3455.2 Nolnfil 9.233 0.2179 0.0000 19.850 0.00000 022098 3502.2 0.0 3481.2 Nolnfil 9.267 0.2191 0.0000 19.850 0.00000 0.21604 3528.4 0.0 3507.5 Nolnfil 9.300 0.2202 0.0000 19.850 0.00000 0.22323 3554.8 0.0 3533.8 Nolnfil 9.333 0.2210 0.0000 19.850 0.00000 0.21797 3581.2 0.0 3560.3 Nolnfil ' 9.367 0.2218 0.0000 19.850 0.00000 0.22486 3607.8 0.0 3586.8 Nolnfil 9.400 0.2225 0.0000 19.850 D.00000 0.21941 3634.5 0.0 3613.5 Nolnfil 9.433 0.2230 0.0000 19.850 0.00000 0.22609 3661.2 0.0 3640.2 Nolnfil 9.467 0.2236 0.0000 19.850 0.00000 0.22051 3688.0 0.0 3667.0 Nolnfil 9.500 0.2240 0.0000 19.850 0.00000 0.22707 3714.8 0.0 3693.9 Nolnfil � 9.533 0.2249 0.0000 19.850 0.00000 0.22182 3741.8 0.0 3720.8 Nolnfil 9.567 0.2264 0.0000 19.850 0.00000 0.22941 3768.9 0.0 3747.9 Nolnfil 9.600 0.2290 0.0000 19.850 0.00000 0.22601 3796.2 0.0 3775.2 Nolnfil 9.633 0.2330 0.0000 19.850 0.00000 0.23596 3823.9 0.0 3802.9 Nolnfil 9.667 0.2372 0.0000 19.850 0.00000 0.23415 3852.1 0.0 3831.1 Nolnfil 9.700 0.2412 0.0000 19.850 0.00000 0.24422 3880.8 0.0 3859.8 Nolnfil ' 9.733 0.2448 0.0000 19.850 0.00000 0.24178 3910.0 0.0 3889.0 Nolnfil 9.767 0,2478 0.0000 19.850 0.00000 0.25079 3939.5 0.0 3918.6 Nolnfil 9.800 0.2504 0.0000 19.850 0.00000 0.24736 3969.4 0.0 3948.5 Nolnfil 9.833 0.2525 0.0000 19.850 0.00000 0.25548 3999.6 0.0 3978.6 Nolnfil 9.867 0.2543 0.0000 19.850 O.00D00 0.25136 4030.0 0.0 4009.0 Nolnfil , 9.900 0.2559 0.0000 19.850 0.00000 0.25889 4060.6 0.0 4039.6 Nolnfil 9.933 0.2573 0.0000 19.850 0.00000 0.25436 4091.4 0.0 4070.4 Nolnfil 9.967 0.2585 0.0000 19.850 0.00000 0.26149 4122.4 0.0 4101.4 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 19 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 10.000 0.2597 0.0000 19.850 0.00000 0.25673 4153.4 0.0 4132.5 Nolnfil 10.033 0.2613 0.0000 19.850 0.00000 0.26420 4184.7 0.0 4163.7 Nolnfil � 10.067 0.2639 0.0000 19.850 0.00000 0.26100 4216.2 0.0 4195.3 Nolnfil 10.100 0.2684 0.0000 19.850 0.00000 0.27129 4248.2 0.0 4227.2 Nolnfil 10.133 0.2749 0.0000 19.850 0.00000 0.27192 4280.7 0.0 4259.8 Nolnfil 10.167 0.2821 0.0000 19.850 0.00000 0.28497 4314.2 0.0 4293.2 Nolnfil 10.200 0.2890 0.0000 19.850 0.00000 0.28613 4348.4 0.0 4327.5 Nolnfil 10.233 0.2953 0.0000 19.850 0.00000 0.29816 4383.5 0.0 4362.5 Nolnfil � 10.267 0.3006 0.0000 19.850 0.00000 0.29766 4419.2 0.0 4398.3 Nolnfil 10.300 0.3051 0.0000 19.850 0.00000 0.30794 4455.6 0.0 4434.6 Nolnfil 10.333 0.3088 0.0000 19.850 0.00000 0.30596 4492.4 0.0 4471.4 Nolnfil 10.367 0.3121 0.0000 19.850 0.00000 0.31494 4529.7 0.0 4508.7 Nolnfil 10.400 0.3149 0.0000 19.850 0.00000 0.31199 4567.3 0.0 4546.3 Nolnfil ' 10.433 0.3173 0.0000 19.850 0.00000 0.32017 4605.2 0.0 4584.2 Nolnfil 10.467 0.3194 0.0000 19.850 0.00000 0.31659 4643.4 0.0 4622.4 Nolnfil 10.500 0.3214 0.0000 19.850 0.00000 0.32427 4681.9 0.0 4660.9 Noinfil 10.533 0.3240 0.0000 19.850 0.00000 0.32117 4720.6 0.0 4699.6 Nolnfil 10.567 0.3284 0.0000 19.850 0.00000 0.33118 4759.7 0.0 4738.8 Nolnfil 10.600 0.3356 0.0000 19.850 0.00000 0.33273 4799.6 0.0 4778.6 Nolnfil ' 10.633 0.3463 0.0000 19.850 0.00000 0.34910 4840.5 0.0 4819.5 Nolnfil 10.667 0.3586 0.0000 19.850 0.00000 0.35580 4882.8 0.0 4861.8 Nolnfil 10.700 0.3707 0.0000 19.850 0.00000 0.37350 4926.5 0.0 4905.6 Nolnfil 10.733 0.3816 0.0000 19.850 0.00000 0.37878 4971.7 0.0 4950.7 Nolnfil 10.767 0.3909 0.0000 19.850 0.00000 0.39364 5018.0 0.0 4997.0 Nolnfil ' 10.800 0.3987 0.0000 19.850 0.00000 0.39594 5065.4 0.0 5044.4 Nolnfil 10.833 0.4054 0.0000 19.850 0.00000 0.40812 5113.6 0.0 5092.7 Nolnfil 10.867 0.4110 0.0000 19.850 0.00000 0.40824 5162.6 0.0 5141.6 Nolnfil 10.900 0.4159 0.0000 19.850 0.00000 0.41862 5212.2 0.0 5191.3 Nolnfil 10.933 0.4202 0.0000 19.850 0.00000 0.41746 5262.4 0.0 5241.4 Nolnfil ' 10.967 0.4241 0.0000 19.850 0.00000 0.42684 5313.1 0.0 5292.1 Nolnfil 11.000 0.4286 0.0000 19.850 0.00000 0.42584 5364.2 0.0 5343.2 Nolnfil 11.033 0.4361 0.0000 19.851 0.00000 0.43877 5416.1 0.0 5395.1 Nolnfil 11.067 0.4486 0.0000 19.851 0.00000 0.44590 5469.2 0.0 5448.2 Nolnfil 11.100 0.4683 0.0000 19.851 0.00000 0.47094 5524.2 0.0 5503.2 Nolnfl 11.133 0.4941 0.0000 19.851 0.00000 0.49143 5581.9 0.0 5560.9 Nolnfil ' 11.167 0.5210 0.0000 19.851 0.00000 0.52360 5642.8 0.0 5621.8 Nolnfil 11.200 0.5467 0.0000 19.851 0.00000 0.54398 5706.9 0.0 5685.9 Nolnfil 11.233 0.5698 0.0000 19.851 0.00000 0.57237 5773.9 0.0 5752.9 Nolnfil 11.267 0.5902 0.0000 19.851 0.00000 0.58759 5843.5 0.0 5822.5 Nolnfil 11.300 0.6085 0.0000 19.851 0.00000 0.61114 5915.4 0.0 5894.4 Nolnfil ' 11.333 0.6250 0.0000 19.851 0.00000 0.62233 5989.4 0.0 5968.4 Nolnfil 11.367 0.6399 0.0000 19.851 0.00000 0.64249 6065.3 0.0 6044.3 Nolnfil 11.400 0.6538 0.0000 19.851 0.00000 0.65116 6142.9 0.0 6121.9 Nolnfl 11.433 0.6667 0.0000 19.851 0.00000 0.66924 6222.2 0.0 6201.1 Nolnfil 11.467 0.6789 0.0000 19.851 0.00000 0.67632 6302.9 0.0 6281.9 Nolnfil ' 11.500 0.6963 0.0000 19.851 0.00000 0.69879 6385.4 0.0 6364.4 Nolnfil 11.533 0.7650 0.0000 19.852 0.00000 0.76232 6473.1 0.0 6452.1 Nolnfil 11.567 0.9211 0.0000 19.852 D.00000 0.92326 6574.2 0.0 6553.2 Nolnfil 11.600 1.2057 0.0000 19.854 0.00000 1.20230 6701.9 0.0 6680.7 Nolnfil 11.633 1.6220 0.0000 19.857 0.00000 1.62297 6871.5 0.0 6850.2 Nolnfil 11.667 2.0722 0.0000 19.861 0.00000 2.06796 7093.2 0.0 7071.7 Nolnfil ' 11.700 2.5190 0.0000 19.867 0.00000 2.51909 7368.6 0.0 7346.9 Nolnfil 11.733 2.9307 0.0000 19.873 0.00000 2.92611 7695.6 0.0 7673.6 Nolnfil 11.767 3.3042 0.0000 19.879 0.00000 3.30395 8069.7 0.0 8047.4 Nolnfil 11.800 3.6445 0.0000 19.885 0.00000 3.63994 8486.7 0.0 8464.1 Nolnfil 11.833 3.9554 0.0000 19.892 0.00000 3.95495 8942.6 0.0 8919.8 Nolnfil � 11.867 4.2428 0.0000 19.898 0.00000 4.23834 9434.5 0.0 9411.4 Nolnfii 11.900 4.5119 0.0000 19.904 0.00000 4.51125 9959.8 0.0 9936.3 Nolnfil 11.933 4.7653 0.0000 19.910 0.00000 4.76094 10516.5 0.0 10492.7 Nolnfil 11.967 5.0049 0.0000 19.917 0.00000 5.00411 11102.7 0.0 11078.6 Nolnfil 12.000 5.2379 0.0000 19.923 0.00000 5.23359 11717.2 0.0 11692.8 Nolnfil ' 12.033 5.4002 0.0000 19.927 0.00000 5.40067 12355.5 0.0 12330.9 Nolnfil 12.067 5.4607 0.0000 19.929 0.00000 5.45890 13007.2 0.0 12982.5 Nolnfil 12.100 5.3731 0.0000 19.927 0.00000 5.37692 13657.2 0.0 13632.6 Nolnfil 12.133 5.1214 0.0000 19.920 0.00000 5.12343 14286.9 0.0 14262.6 Nolnfil 12.167 4.8298 0.0000 19.912 0.00000 4.83401 14884.0 0.0 14860.1 Nolnfil 12.200 4.5411 0.0000 19.905 0.00000 4.54274 15446.2 0.0 15422.7 Nolnfil ' 12.233 4.2944 0.0000 19.899 0.00000 4.29741 15976.3 0.0 15953.1 Nolnfil 12.267 4.0928 0.0000 19.895 0.00000 4.09342 16479.6 0.0 16456.5 Nolnfil 12.300 3.9281 0.0000 19.891 0.00000 3.93023 16960.8 0.0 16938.0 Nolnfil 12.333 3.7951 0.0000 19.888 0.00000 3.79521 17424.2 0.0 17401.5 Nolnfil 12.367 3.6855 0.0000 19.886 0.00000 3.68717 17873.1 0.0 17850.4 Nolnfil ' 12.400 3.5937 0.0000 19.884 0.00000 3.59350 18309.8 0.0 18287.3 Nolnfil 12.433 3.5152 0.0000 19.883 0.00000 3.51654 18736.4 0.0 18713.9 Nolnfil 12.467 3.4487 0.0000 19.882 0.00000 3.44837 19154.2 0.0 19131.8 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 20 � ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft3) Type 12.500 3.3826 0.0000 19.880 0.00000 3.38382 19564.1 0.0 19541.7 Nolnfil 12.533 3.3109 0.0000 19.879 0.00000 3.31061 19965.7 0.0 19943.4 Noinfil ' 12.567 3.2086 0.0000 19.877 0.00000 3.21019 20356.8 0.0 20334.6 Nolnfil 12.600 3.0556 0.0000 19.875 0.00000 3.05597 20732.7 0.0 20710.6 Nolnfil 12.633 2.8435 0.0000 19.872 0.00000 2.84562 21086.6 0.0 21064.7 Nolnfil 12.667 2.6182 0.0000 19.868 0.00000 2.61859 21414.3 0.0 21392.5 Nolnfil 12.700 2.4015 0.0000 19.865 0.00000 2.40334 21715.5 0.0 21693.8 Nolnfil 12.733 2.2101 0.0000 19.863 0.00000 2.21004 21992.2 0.0 21970.6 Nolnfil � 12.767 2.0455 0.0000 19.861 0.00000 2.04697 22247.5 0.0 22226.1 Nolnfil 12.800 1.9050 0.0000 19.860 0.00000 1.90467 22484.6 0.0 22463.2 Nolnfil 12.833 1.7852 0.0000 19.858 0.00000 1.78633 22706.0 0.0 22684.6 Nolnfil 12.867 1.6832 0.0000 19.858 0.00000 1.68278 22914.1 0.0 22892.8 Nolnfil 12.900 1.5943 0.0000 19.857 0.00000 1.59533 23110.7 0.0 23089.5 Nolnfil � 12.933 1.5164 0.0000 19.856 0.00000 1.51584 23297.4 0.0 23276.1 Nolnfil 12.967 1.4486 0.0000 19.856 0.00000 1.44952 23475.3 0.0 23454.1 Nolnfil 13.000 1.3865 0.0000 19.855 0.00000 1.38597 23645.4 0.0 23624.2 Nolnfil 13.033 1.3313 0.0000 19.855 0.00000 1.33210 23808.4 0.0 23787.3 Nolnfil 13.067 1.2778 0.0000 19.854 0.00000 1.27727 23965.0 D.0 23943.8 Nolnfil 13.100 1.2228 0.0000 19.854 0.00000 1.22368 24115.0 0.0 24093.9 Nolnfil ' 13.133 1.1647 0.0000 19.854 0.00000 1.16418 24258.3 0.0 24237.2 Nolnfil 13.167 1.1081 0.0000 19.853 0.00000 1.10893 24394.6 0.0 24373.5 Nolnfii 13.200 1.0565 0.0000 19.853 0.00000 1.05590 24524.5 0.0 24503.4 Nolnfl 13.233 1.0112 0.0000 19.853 0.00000 1.01192 24648.6 0.0 24627.5 Nolnfil 13.267 0.9725 0.0000 19.853 0.00000 0.97195 24767.6 0.0 24746.5 Nolnfil , 13.300 0.9399 0.0000 19.852 0.00000 0.94063 24882.4 0.0 24861.3 Nolnfil 13.333 0.9128 0.0000 19.852 0.00000 0.91216 24993.5 0.0 24972.5 Nolnfil 13.367 0.8897 0.0000 19.852 0.00000 0.89034 25101.7 0.0 25080.6 Nolnfil 13.400 0.8695 0.0000 19.852 0.00000 0.86891 25207.2 0.0 25186.2 Nolnfil 13.433 0.8519 0.0000 19.852 0.00000 0.85259 25310.5 0.0 25289.5 Nolnfil � 13.467 0.8368 0.0000 19.852 0.00000 0.83615 25411.8 0.0 25390.8 Nolnfil 13.500 0.8235 0.0000 19.852 0.00000 0.82410 25511.4 0.0 25490.4 Nolnfil 13.533 0.8111 0.0000 19.852 0.00000 0.81046 25609.5 0.0 25588.5 Nolnfl 13.567 0.7981 0.0000 19.852 0.00000 0.79870 25706.0 0.0 25685.0 Nolnfil 13.600 0.7831 0.0000 19.852 0.00000 0.78247 25800.9 0.0 25779.9 Nolnfil 13.633 0.7653 0.0000 19.852 0.00000 0.76590 25893.8 0.0 25872.8 Nolnfil � 13.667 0.7467 0.0000 19.851 0.00000 0.74609 25984.5 0.0 25963.5 Nolnfil 13.700 0.7293 0.0000 19.851 0.00000 0.72996 26073.1 0.0 26052.1 Nolnfil 13.733 0.7141 0.0000 19.851 0.00000 0.71357 26159.7 0.0 26138.7 Nolnfil 13.767 0.7014 0.0000 19.851 0.00000 0.70206 26244.6 0.0 26223.6 Nolnfil 13.800 0.6910 0.0000 19.851 0.00000 0.69039 26328.2 0.0 26307.2 Nolnfil , 13.833 0.6825 0.0000 19.851 0.00000 0.68306 26410.6 0.0 26389.6 Nolnfil 13.867 0.6753 0.0000 19.851 0.00000 0.67476 26492.1 0.0 26471.0 Nolnfil 13.900 0.6692 0.0000 19.851 0.00000 0.66983 26572.7 0.0 26551.7 Nolnfil 13.933 0.6640 0.0000 19.851 0.00000 0.66340 26652.7 0.0 26631.7 Nolnfil 13.967 0.6594 0.0000 19.851 0.00000 0.66002 26732.1 0.0 26711.1 Nolnfil ' 14.000 0.6551 0.0000 19.851 0.00000 0.65451 26811.0 0.0 26790.0 Nolnfil 14.033 0.6497 0.0000 19.851 0.00000 0.65031 26889.3 0.0 26868.3 Nolnfil 14.067 0.6424 0.0000 19.851 0.00000 0.64186 26966.8 0.0 26945.8 Nolnfil 14.100 0.6321 0.0000 19.851 0.00000 0.63265 27043.3 0.0 27022.3 Nolnfil 14.133 0.6192 0.0000 19.851 0.00000 0.61861 27118.4 0.0 27097.4 Nolnfil 14.167 0.6063 0.0000 19.851 0.00000 0.60683 27191.9 0.0 27170.9 Nolnfil ' 14.200 0.5944 0.0000 19.851 0.00000 0.59382 27263.9 0.0 27242.9 Nolnfil 14.233 0.5842 D.0000 19.851 0.00000 0.58473 27334.6 0.0 27313.6 Nolnfil 14.267 0.5756 0.0000 19.851 0.00000 0.57504 27404.2 0.0 27383.2 Nolnfil 14.300 0.5684 0.0000 19.851 0.00000 0.56893 27472.9 0.0 27451.9 Nolnfil 14.333 0.5624 0.0000 19.851 0.00000 0.56182 27540.7 0.0 27519.7 Nolnfil ' 14.367 0.5573 0.0000 19.851 0.00000 0.55781 27607.9 0.0 27586.9 Nolnfil 14.400 0.5529 0.0000 19.851 0.00000 0.55233 27674.5 0.0 27653.5 Nolnfil 14.433 0.5490 0.0000 19.851 0.00000 0.54959 27740.6 0.0 27719.6 Nolnfil 14.467 0.5457 0.0000 19.851 0.00000 0.54518 27806.3 0.0 27785.3 Nolnfil 14.500 0.5426 0.0000 19.851 0.00000 0.54311 27871.6 0.0 27850.6 Nolnfil ' 14.533 0.5389 0.0000 19.851 0.00000 0.53836 27936.5 0.0 27915.5 Nolnfil 14.567 0.5338 0.0000 19.851 0.00000 0.53429 28000.8 0.0 27979.8 Nolnfil 14.600 0.5264 0.0000 19.851 0.00000 0.52589 28064.4 0.0 28043.4 Nolnfil 14.633 0.5169 0.0000 19.851 0.00000 0.51740 28127.0 0.0 28106.0 Nolnfil 14.667 0.5072 0.0000 19.851 0.00000 0.50672 28188.5 0.0 28167.5 Nolnfil 14.700 0.4983 0.0000 19.851 0.00000 0.49879 28248.8 0.0 28227.8 Nolnfil ' 14.733 0.4905 0.0000 19.851 0.00000 0.49001 28308.1 0.0 28287.1 Noinfil 14.767 0.4840 0.0000 19.851 0.00000 0.48452 28366.6 0.0 28345.6 Nolnfil 14.800 0.4785 0.0000 19.851 0.00000 0.47800 28424.4 0.0 28403.4 Nolnfil 14.833 0.4739 0.0000 19.851 0.00000 0.47444 28481.5 0.0 28460.5 Nolnfil 14.867 0.4700 0.0000 19.851 0.00000 0.46953 28538.1 0.0 28517.2 Nolnfil ' 14.900 0.4667 0.0000 19.851 0.00000 0.46720 28594.3 0.0 28573.4 Nolnfil 14.933 0.4638 0.0000 19.851 0.00000 0.46327 28650.2 0.0 28629.2 Nolnfil 14.967 0.4613 0.0000 19.851 0.00000 0.46176 28705.7 0.0 28684.7 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 21 ' ' PONDS Version 3.2.0147 � Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 15.000 0.4589 0.0000 19.851 0.00000 0.45845 28760.9 0.0 28739.9 Nolnfil 15.033 0.4567 0.0000 19.851 0.00000 0.45721 28815.8 0.0 28794.8 Nolnfil ' 15.067 0.4542 0.0000 19.851 0.00000 0.45366 28870.5 0.0 28849.5 Nolnfil 15.100 0.4510 0.0000 19.851 0.00000 0.45150 28924.8 0.0 28903.8 Nolnfil 15.133 0.4471 0.0000 19.851 0.00000 0.44663 28978.7 0.0 28957.7 Nolnfil 15.167 0.4433 0.0000 19.851 0.00000 0.44379 29032.1 0.0 29011.1 Nolnfil 15.200 0.4397 0.0000 19.851 0.00000 0.43925 29085.1 0.0 29064.1 Nolnfil 15.233 0.4367 0.0000 19.851 0.00000 0.43718 29137.7 0.0 29116.7 Nolnfil ' 15.267 0.4341 0.0000 19.851 0.00000 0.43363 29189.9 0.0 29168.9 Nolnfil 15.300 0.4320 0.0000 19.851 0.00000 0.43245 29241.9 0.0 29220.9 Nolnfil 15.333 0.4302 0.0000 19.850 0.00000 0.42969 29293.6 0.0 29272.6 Nolnfil 15.367 0.4287 0.0000 19.850 0.00000 0.42916 29345.1 0.0 29324.2 Nolnfil 15.400 0.4274 0.0000 19.850 0.00000 0.42691 29396.5 0.0 29375.5 Nolnfil � 15.433 0.4263 0.0000 19.850 0.00000 0.42676 29447.7 0.0 29426.7 Nolnfil 15.467 0.4254 0.0000 19.850 0.00000 0.42487 29498.8 0.0 29477.8 Nolnfil 15.500 0.4245 0.0000 19.850 0.00000 0.42499 29549.8 0.0 29528.8 Nolnfil 15.533 0.4233 0.0000 19.850 0.00000 0.42278 29600.7 0.0 29579.7 Nolnfil 15.567 0.4210 0.0000 19.850 0.00000 0.42151 29651.3 0.0 29630.4 Nolnfil 15.600 0.4173 0.0000 19.850 0.00000 0.41682 29701.6 0.0 29680.7 Nolnfil ' 15.633 0.4118 0.0000 19.850 0.00000 0.41229 29751.4 0.0 29730.4 Nolnfil 15.667 0.4059 0.0000 19.850 0.00000 0.40548 29800.4 0.0 29779.5 Nolnfil 15.700 0.4003 0.0000 19.850 0.00000 0.40080 29848.8 0.0 29827.8 Noinfil 15.733 0.3954 0.0000 19.850 0.00000 0.39496 29896.6 0.0 29875.6 Nolnfil 15.767 0.3913 0.0000 19.850 0.00000 0.39177 29943.8 0.0 29922.8 Nolnfil ' 15.800 0.3878 0.0000 19.850 0.00000 0.38738 29990.5 0.0 29969.5 Nolnfil 15.833 0.3850 0.0000 19.850 0.00000 0.38542 30036.9 0.0 30015.9 Nolnfil 15.867 0.3825 0.0000 19.850 0.00000 0.38207 30082.9 0.0 30062.0 Nolnfil 15.900 0.3804 0.0000 19.850 0.00000 0.38090 30128.7 0.0 30107.7 Nolnfil 15.933 0.3786 0.0000 19.850 0.00000 0.37817 30174.3 0.0 30153.3 Nolnfil , 15.967 0.3771 0.0000 19.850 0.00000 0.37753 30219.6 0.0 30198.6 Nolnfil 16.000 0.3756 0.0000 19.850 0.00000 0.37517 30264.8 0.0 30243.8 Nolnfil 16.033 0.3742 0.0000 19.850 0.00000 0.37462 30309.7 0.0 30288.8 Nolnfil 16.067 0.3723 0.0000 19.850 0.00000 0.37190 30354.5 0.0 30333.6 Nolnfil 16.100 0.3699 0.0000 19.850 0.00000 0.37034 30399.1 0.0 30378.1 Nolnfil 16.133 0.3666 0.0000 19.850 0.00000 0.36620 30443.3 0.0 30422.3 Nolnfil , 16.167 0.3632 0.0000 19.850 0.00000 0.36362 30487.1 0.0 30466.1 Nolnfil 16.200 0.3599 0.0000 19.850 0.00000 0.35941 30530.4 0.0 30509.5 Nolnfil 16.233 0.3569 0.0000 19.850 0.00000 0.35737 30573.4 0.0 30552.5 Nolnfil 16.267 0.3544 0.0000 19.850 0.00000 0.35398 30616.1 0.0 30595.1 Nolnfil 16.300 0.3523 0.0000 19.850 0.00000 0.35277 30658.5 0.0 30637.6 Nolnfil ' 16.333 0.3506 0.0000 19.850 0.00000 0.35012 30700.7 0.0 30679.7 Nolnfil 16.367 0.3491 0.0000 19.850 0.00000 0.34952 30742.7 0.0 30721.7 Nolnfil 16.400 0.3478 0.0000 19.850 0.00000 0.34737 30784.5 0.0 30763.5 Nolnfil 16.433 0.3467 0.0000 19.850 0.00000 0.34714 30826.2 0.0 30805.2 Nolnfil 16.467 0.3458 0.0000 19.850 0.00000 0.34533 30867.7 0.0 30846.7 Noinfil ' 16.500 0.3449 0.0000 19.850 0.00000 0.34536 30909.1 0.0 30888.2 Nolnfil 16.533 0.3441 0.0000 19.850 0.00000 0.34368 30950.5 0.0 30929.5 Nolnfil 16.567 0.3432 0.0000 19.850 0.00000 0.34363 30991.7 0.0 30970.8 Nolnfil 16.600 0.3420 0.0000 19.850 0.00000 0.34159 31032.8 0.0 31011.9 Nolnfil 16.633 0.3405 0.0000 19.850 0.00000 0.34096 31073.8 0.0 31052.8 Nolnfil 16.667 0.3389 0.0000 19.850 0.00000 0.33849 31114.6 0.0 31093.6 Nolnfil ' 16.700 0.3374 0.0000 19.850 0.00000 0.33781 31155.1 0.0 31134.2 Nolnfil 16.733 0.3360 0.0000 19.850 0.00000 0.33560 31195.5 0.0 31174.6 Nolnfil 16.767 0.3349 0.0000 19.850 0.00000 0.33531 31235.8 0.0 31214.8 Nolnfil 16.800 0.3339 0.0000 19.850 0.00000 0.33351 31275.9 0.0 31255.0 Nolnfil 16.833 0.3331 0.0000 19.850 0.00000 0.33357 31316.0 0.0 31295.0 Nolnfil ' 16.867 0.3325 0.0000 19.850 0.00000 0.33207 31355.9 0.0 31334.9 Nolnfil 16.900 0.3319 0.0000 19.850 0.00000 0.33237 31395.8 0.0 31374.8 Nolnfil 16.933 0.3315 0.0000 19.850 0.00000 0.33106 31435.6 0.0 31414.6 Noinfil 16.967 0.3311 0.0000 19.850 0.00000 0.33151 31475.3 0.0 31454.3 Nolnfil 17.000 0.3307 0.0000 19.850 0.00000 0.33029 31515.0 0.0 31494.1 Nolnfil ' 17.033 0.3302 0.0000 19.850 0.00000 0.33057 31554.7 0.0 31533.7 Nolnfil 17.067 0.3293 0.0000 19.850 0.00000 0.32890 31594.2 0.0 31573.3 Nolnfil 17.100 0.3280 0.0000 19.850 0.00000 0.32844 31633.7 0.0 31612.7 Noinfil 17.133 0.3264 0.0000 19.850 0.00000 0.32596 31673.0 0.0 31652.0 Nolnfil 17.167 0.3247 0.0000 19.850 0.00000 0.32512 31712.0 0.0 31691.0 Nolnfil 17.200 0.3232 0.0000 19.850 0.00000 0.32276 31750.9 0.0 31729.9 Nolnfil ' 17.233 0.3219 0.0000 19.850 0.00000 0.32227 31789.6 0.0 31768.6 Nolnfil 17.267 0.3208 0.0000 19.850 0.00000 0.32036 31828.1 0.0 31807.2 Nalnfil 17.300 0.3199 0.0000 19.850 0.00000 0.32027 31866.6 0.0 31845.6 Noinfii 17.333 0.3191 0.0000 19.850 0.00000 0.31871 31904.9 0.0 31884.0 Noinfil 17.367 0.3185 0.0000 19.850 0.00000 0.31889 31943.2 0.0 31922.2 Nolnfil , 17.400 0.3180 0.0000 19.850 0.00000 0.31755 31981.4 0.0 31960.4 Nolnfil 17.433 0.3175 0.0000 19.850 0.00000 0.31791 32019.5 0.0 31998.5 Nolnfil 17.467 0.3171 0.0000 19.850 0.00000 0.31671 32057.6 0.0 32036.6 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 22 ' , PONDS Version 3.2.0147 � Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 17.500 0.3167 0.0000 19.850 0.00000 0.31708 32095.6 0.0 32074.6 Nolnfil 17.533 0.3156 0.0000 19.850 0.00000 0.31517 32133.5 0.0 32112.6 Nolnfil ' 17.567 0.3133 0.0000 19.850 0.00000 0.31370 32171.3 0.0 32150.3 Nolnfil 17.600 0.3093 0.0000 19.850 0.00000 0.30893 32208.6 0.0 32187.7 Nolnfil 17.633 0.3037 0.0000 19.850 0.00000 0.30410 32245.4 0.0 32224.4 Nolnfil 17.667 0.2979 0.0000 19.850 0.00000 0.29748 32281.5 0.0 32260.5 Nolnfil 17.700 0.2924 0.0000 19.850 0.00000 0.29278 32316.9 0.0 32295.9 Nolnfil 17.733 0.2876 0.0000 19.850 0.00000 0.28725 32351.7 0.0 32330.7 Nolnfil � 17.767 0.2837 0.0000 19.850 0.00000 0.28405 32386.0 0.0 32365.0 Noinfil 17.800 0.2803 0.0000 19.850 0.00000 0.27991 32419.8 0.0 32398.9 Nolnfil 17.833 0.2775 0.0000 19.850 0.00000 0.27787 32453.3 0.0 32432.3 Nolnfil 17.867 0.2751 0.0000 19.850 0.00000 0.27469 32486.5 0.0 32465.5 Nolnfil 17.900 0.2730 0.0000 19.850 0.00000 0.27340 32519.3 0.0 32498.4 Nolnfil � 17.933 0.2712 0.0000 19.850 0.00000 0.27081 32552.0 0.0 32531.0 Nolnfil 17.967 0.2696 0.0000 19.850 0.00000 0.27000 32584.4 0.0 32563.5 Nolnfil 18.000 0,2681 0.0000 19.850 0.00000 0.26775 32616.7 0.0 32595.7 Nolnfil 18.033 0.2673 0.0000 19.850 0.00000 0.26764 32648.8 0.0 32627.9 Nolnfil 18.067 0.2671 0.0000 19.850 0.00000 0.26670 32680.9 0.0 32659.9 Nolnfil 18.100 0.2679 0.0000 19.850 0.00000 0.26828 32713.0 0.0 32692.0 Nolnfil ' 18.133 0.2698 0.0000 19.850 0.00000 0.26939 32745.2 0.0 32724.3 Nolnfil 18.167 0.2719 0.0000 19.850 0.00000 0.27228 32777.7 0.0 32756.8 Nolnfil 18.200 0.2740 0.0000 19.850 0.00000 0.27361 32810.5 0.0 32789.5 Nolnfil 18.233 0.2758 0.0000 19.850 0.00000 0.27618 32843.5 0.0 32822.5 Nolnfil 18.267 0.2773 0.0000 19.850 0.00000 0.27692 32876.7 0.0 32855.7 Nolnfil ' 18.300 0.2786 0.0000 19.850 0.00000 0.27895 32910.0 0.0 32889.1 Nolnfil 18.333 0.2796 0.0000 19.850 0.00000 0.27925 32943.5 0.0 32922.5 Nolnfil 18.367 0.2805 0.0000 19.850 0.00000 0.28092 32977.1 0.0 32956.2 Nolnfil 18.400 0.2813 0.0000 19.850 0.00000 0.28096 33010.8 0.0 32989.9 Nolnfil 18.433 0.2820 0.0000 19.850 0.00000 0.28242 33044.6 0.0 33023.7 Nolnfil ' 18.467 0.2827 0.0000 19.850 0.00000 0.28230 33078.5 0.0 33057.6 Nolnfil 18.500 0.2833 0.0000 19.850 0.00000 0.28368 33112.5 0.0 33091.5 Nolnfil 18.533 0.2832 0.0000 19.850 0.00000 0.28285 33146.5 0.0 33125.5 Nolnfil 18.567 0.2820 0.0000 19.850 0.00000 0.28239 33180.4 0.0 33159.4 Nolnfil 18.600 0.2791 0.0000 19.850 0.00000 0.27874 33214.1 0.0 33193.1 Nolnfil 18.633 0.2743 0.0000 19.850 0.00000 0.27468 33247.3 0.0 33226.3 Nolnfil ' 18.667 0.2690 0.0000 19.850 0.00000 0.26862 33279.9 0.0 33258.9 Nolnfil 18.700 0.2638 0.0000 19.850 0.00000 0.26420 33311.8 0.0 33290.9 Nolnfil 18.733 0.2593 0.0000 19.850 0.00000 0.25896 33343.2 0.0 33322.3 Nolnfil 18.767 0.2555 0.0000 19.850 0.00000 0.25592 33374.1 0.0 33353.1 Nolnfil 18.800 0.2524 0.0000 19.850 0.00000 0.25201 33404.6 0.0 33383.6 Nolnfil , 18.833 0.2497 0.0000 19.850 0.00000 0.25012 33434.7 0.0 33413.7 Nolnfil 18.867 0.2475 0.0000 19.850 0.00000 0.24715 33464.5 0.0 33443.6 Nolnfil 18.900 0.2456 0.0000 19.850 0.00000 0.24596 33494.1 0.0 33473.2 Noinfil 18.933 0.2439 0.0000 19.850 0.00000 0.24356 33523.5 0.0 33502.5 Nolnfil 18.967 0.2425 0.0000 19.850 0.00000 0.24283 33552.7 0.0 33531.7 Nolnfil � 19.000 0.2411 0.0000 19.850 0.00000 0.24072 33581.7 0.0 33560.7 Nolnfil 19.033 0.2402 0.0000 19.850 0.00000 0.24055 33610.6 0.0 33589.6 Nolnfii 19.067 0.2399 0.0000 '19.850 0.00000 0.23958 33639.4 0.0 33618.4 Nolnfil 19.100 0.2406 0.0000 19.850 0.00000 0.24097 336682 0.0 33647.3 Nolnfil 19.133 0.2423 0.0000 19.850 0.00000 0.24194 33697.2 0.0 33676.2 Nolnfil 19.167 0.2444 0.0000 19.850 0.00000 0.24479 33726.4 0.0 33705.4 Nolnfil , 19.200 0.2466 0.0000 19.850 0.00000 0.24620 33755.9 0.0 33734.9 Nolnfil 19.233 0.2485 0.0000 19.850 0.00000 0.24882 33785.6 0.0 33764.6 Nolnfil 19.267 0.2501 0.0000 19.850 0.00000 0.24969 33815.5 0.0 33794.5 Nolnfil 19.300 0.2514 0.0000 19.850 0.00000 0.25174 33845.6 0.0 33824.6 Nolnfil 19.333 0.2525 0.0000 19.850 0.00000 0.25212 33875.8 0.0 33854.8 Nolnfil ' 19.367 0.2534 0.0000 19.850 0.00000 0.25378 33906.1 0.0 33885.2 Nolnfil 19.400 0.2542 0.0000 19.850 0.00000 0.25388 33936.6 0.0 33915.6 Nolnfil 19.433 0.2549 0.0000 19.850 0.00000 0.25530 33967.1 0.0 33946.2 Nolnfil 19.467 0.2556 0.0000 19.850 0.00000 0.25523 33997.8 0.0 33976.8 Nolnfil 19.500 0.2562 0.0000 19.850 0.00000 0.25656 34028.5 0.0 34007.5 Nolnfil , 19.533 0.2566 0.0000 19.850 0.00000 0.25626 34059.3 0.0 34038.3 Nolnfil 19.567 0.2567 0.0000 19.850 0.00000 0.25703 34090.1 0.0 34069.1 Nolnfil 19.600 0.2562 0.0000 19.850 0.00000 0.25589 34120.8 0.0 34099.9 Nolnfil 19.633 0.2552 0.0000 19.850 0.00000 0.25557 34151.5 0.0 34130.6 Nolnfil 19.667 0.2539 0.0000 19.850 0.00000 0.25356 34182.1 0.0 34161.1 Nolnfil 19.700 0.2526 0.0000 19.850 0.00000 0.25295 34212.5 0.0 34191.5 Nolnfil , 19.733 0.2514 0.0000 19.850 0.00000 0.25108 34242.7 0.0 34221.7 Noinfil 19.767 0,2505 0.0000 19.850 0.00000 0.25081 34272.8 0.0 34251.8 Nolnfil 19.800 0.2497 0.0000 19.850 0.00000 0.24933 34302.8 0.0 34281.9 Nolnfil 19.833 0.2490 0.0000 19.850 0.00000 0.24939 34332.7 0.0 34311.8 Nolnfil 19.867 0.2485 0.0000 19.850 0.00000 0.24817 34362.6 0.0 34341.6 Nolnfil , 19.900 0.2481 0.0000 19.850 0.00000 0.24842 34392.4 0.0 34371.4 Nolnfil 19.933 0.2477 0.0000 19.850 0.00000 0.24736 34422.1 0.0 34401.2 Nolnfil 19.967 0.2474 0.0000 19.850 0.00000 0.24772 34451.8 0.0 34430.9 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 23 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumuiative Cumuiative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow infiltration Discharge Flow (hours) (ft'!s) (ff/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(fN) Type 20.000 0.2470 0.0000 19.850 0.00000 0.24661 34481.5 0.0 34460.5 Nolnfil 20.033 0.2460 O.00OD 19.850 0.00000 0.24635 34511.1 0.0 34490.1 Nolnfil ' 20.067 0.2442 0.0000 19.850 0.00000 0.24385 34540.5 0.0 34519.5 Nolnfil 20.100 0.2411 0.0000 19.850 0.00000 0.24148 34569.6 0.0 34548.6 Nolnfil 20.133 0.2370 0.0000 19.850 0.00000 0.23670 34598.3 0.0 34577.3 Nolnfil 20.167 0.2328 0.0000 19.850 0.00000 0.23319 34626.5 0.0 34605.5 Nolnfil 20.200 0.2289 0.0000 19.850 0.00000 0.22859 34654.2 0.0 34633.2 Nolnfil 20.233 0.2255 0.0000 19.850 D.00000 0.22589 34681.5 0.0 34660.5 Nolnfil ' 20.267 0.2227 0.0000 19.850 0.00000 0.22235 34708.4 0.0 34687.4 Nolnfil 20.300 0.2203 0.0000 19.850 0.00000 0.22061 34734.9 0.0 34714.0 Nolnfil 20.333 0.2182 0.0000 19.850 0.00000 0.21790 34761.3 0.0 34740.3 Nolnfil 20.367 0.2165 0.0000 19.850 0.00000 0.21683 34787.3 0.0 34766.4 Nolnfil 20.400 0.2150 0.0000 19.850 0.00000 0.21465 34813.2 0.0 34792.3 Nolnfil , 20.433 0.2137 0.0000 19.850 0.00000 0.21400 34838.9 0.0 34818.0 Nolnfil 20.467 0.2125 0.0000 19.850 0.00000 0.21216 34864.5 0.0 34843.6 Nolnfil 20.500 0.2114 0.0000 19.850 0.00000 0.21176 34890.0 0.0 34869.0 Nolnfil 20.533 0.2105 0.0000 19.850 0.00000 0.21019 34915.3 0.0 34894.3 Nolnfil 20.567 0.2097 0.0000 19.850 0.00000 0.21006 34940.5 0.0 34919.5 Nolnfil 20.600 0.2090 0.0000 19.850 0.00000 0.20869 34965.6 0.0 34944.6 Nolnfil , 20.633 0.2084 0.0000 19.850 0.00000 0.20874 34990.7 0.0 34969.7 Nolnfil 20.667 0.2079 0.0000 19.850 0.00000 0.20753 35015.6 0.0 34994.7 Nolnfil 20.700 0.2074 0.0000 19.850 0.00000 0.20771 35040.5 0.0 35019.6 Nolnfil 20.733 0.2070 0.0000 19.850 0.00000 0.20663 35065.4 0.0 35044.4 Nolnfil 20.767 0.2066 0.0000 19.850 0.00000 0.20692 35090.2 0.0 35069.3 Nolnfil � 20.800 0.2063 0.0000 19.850 0.00000 0.20595 35115.0 0.0 35094.0 Nolnfil 20.833 0.2060 0.0000 19.850 0.00000 0.20634 35139.7 0.0 35118.8 Nolnfil 20.867 0.2058 0.0000 19.850 0.00000 0.20546 35164.4 0.0 35143.5 Nolnfil 20.900 0.2056 0.0000 19.850 0.00000 0.20592 35189.1 0.0 35168.2 Nolnfil 20.933 0.2054 0.0000 19.850 0.00000 0.20510 35213.8 0.0 35192.8 Nolnfil , 20.967 0.2053 0.0000 19.850 0.00000 0.20561 35238.4 0.0 35217.5 Noinfil 21.000 0.2052 0.0000 19.850 0.00000 0.20485 35263.0 0.0 35242.1 Nolnfil 21.033 0.2051 0.0000 19.850 0.00000 0.20541 35287.7 0.0 35266.7 Nolnfil 21.067 0.2050 0.0000 19.850 0.00000 0.20469 35312.3 0.0 35291.3 Nolnfil 21.100 0.2050 0.0000 19.850 0.00000 0.20529 35336.9 0.0 35315.9 Nolnfil 21.133 0.2049 0.0000 19.850 0.00000 0.20462 35361.5 0.0 35340.5 Nolnfil , 21.167 0.2049 0.0000 19.850 0.00000 0.20525 35386.1 0.0 35365.1 Nolnfil 21.200 0.2049 0.0000 19.850 0.00000 0.20461 35410.6 0.0 35389.7 Nolnfil 21.233 0.2049 0.0000 19.850 0.00000 0.20526 35435.2 0.0 35414.3 Nolnfil 21.267 0.2050 0.0000 19.850 0.00000 0.20464 35459.8 0.0 35438.9 Nolnfil 21.300 0.2050 0.0000 19.850 0.00000 0.20531 35484.4 0.0 35463.5 Nolnfil ' 21.333 0.2050 0.0000 19.850 0.00000 0.20471 35509.0 0.0 35488.1 Nolnfil 21.367 0.2051 0.0000 19.850 0.00000 0.20538 35533.6 0.0 35512.7 Nolnfil 21.400 0.2051 0.0000 19.850 0.00000 0.20478 35558.2 0.0 35537.3 Nolnfil 21.433 0.2051 0.0000 19.850 0.00000 0.20545 35582.9 0.0 35561.9 Nolnfil 21.467 0.2052 0.0000 19.850 0.00000 0.20485 35607.5 0.0 35586.5 Nolnfil , 21.500 0.2052 0.0000 19.850 0.00000 0.20552 35632.1 0.0 35611.1 Nolnfil 21.533 0.2052 0.0000 19.850 0.00000 0.20493 35656.7 0.0 35635.8 Nolnfil 21.567 0.2053 0.0000 19.850 0.00000 0.20559 35681.4 0.0 35660.4 Nolnfil 21.600 0.2053 0.0000 19.850 0.00000 0.20500 35706.0 0.0 35685.0 Nolnfil 21.633 0.2054 0.0000 19.850 0.00000 0.20567 35730.6 0.0 35709.7 Nolnfil 21.667 0.2054 0.0000 19.850 0.00000 0.20507 35755.3 0.0 35734.3 Nolnfil ' 21.700 0.2054 0.0000 19.850 0.00000 0.20574 35779.9 0.0 35759.0 Noinfil 21.733 0.2055 0.0000 19.850 0.00000 0.20514 35804.6 0.0 35783.6 Nolnfil 21.767 0.2055 0.0000 19.850 0.00000 0.20581 35829.2 0.0 35808.3 Nolnfii 21.800 0.2055 0.0000 19.850 0.00000 0.20522 35853.9 0.0 35832.9 Nolnfil 21.833 0.2056 0.0000 19.850 0.00000 0.20588 35878.6 0.0 35857.6 Nolnfil ' 21.867 0.2056 0.0000 19.850 0.00000 0.20529 35903.2 0.0 35882.3 Nolnfil 21.900 0.2056 0.0000 19.850 0.00000 0.20594 35927.9 0.0 35906.9 Nolnfil 21.933 0.2057 0.0000 19.850 0.00000 0.20536 35952.6 0.0 35931.6 Nolnfil 21.967 0.2057 0.0000 19.850 0.00000 0.20601 35977.3 0.0 35956.3 Nolnfil 22.000 0.2057 0.0000 19.850 0.00000 0.20543 36002.0 0.0 35981.0 Nolnfil , 22.033 0.2058 0.0000 19.850 0.00000 0.20608 36026.6 0.0 36005.7 Nolnfil 22.067 0.2058 0.0000 19.850 0.00000 0.20550 36051.3 0.0 36030.4 Nolnfil 22.100 0.2058 0.0000 19.850 0.00000 0.20615 36076.0 0.0 36055.1 Nolnfil 22.133 0.2059 0.0000 19.850 0.00000 0.20557 36100.7 0.0 36079.8 Nolnfil 22.167 0.2059 0.0000 19.850 0.00000 0.20622 36125.5 0.0 36104.5 Nolnfil 22.200 0.2060 0.0000 19.850 0.00000 0.20565 36150.2 0.0 36129.2 Nolnfil � 22.233 0.2060 0.0000 19.850 0.00000 0.20629 36174.9 0.0 36153.9 Nolnfil 22.267 0.2060 0.0000 19.850 0.00000 0.20572 36199.6 0.0 36178.6 Nolnfil 22.300 0.2061 0.0000 19.850 0.00000 0.20636 36224.3 0.0 36203.4 Nolnfil 22.333 0.2061 0.0000 19.850 0.00000 0.20579 36249.1 0.0 36228.1 Nolnfil 22.367 0.2061 0.0000 19.850 0.00000 0.20643 36273.8 0.0 36252.8 Nolnfil ' 22.400 0.2062 0.0000 19.850 0.00000 0.20586 36298.5 0.0 36277.6 Nolnfil 22.433 0.2062 0.0000 19.850 0.00000 0.20650 36323.3 0.0 36302.3 Nolnfil 22.467 02062 0.0000 19.850 0.00000 0.20593 36348.0 0.0 36327.1 Nolnfil Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 24 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.2063 0.0000 19.850 0.00000 0.20657 36372.8 0.0 36351.8 Nolnfil 22.533 0.2061 0.0000 19.850 0.00000 0.20584 36397.5 0.0 36376.5 Nolnfil ' 22.567 0.2057 0.0000 19.850 0.00000 0.20597 36422.2 0.0 36401.3 Nolnfil 22.600 0.2046 0.0000 19.850 0.00000 0.20435 36446.8 0.0 36425.9 Nolnfil 22.633 0.2030 0.0000 19.850 0.00000 0.20327 36471.3 0.0 36450.3 Nolnfil 22.667 0.2010 0.0000 19.850 0.00000 0.20068 36495.5 0.0 36474.6 Nolnfil 22.700 0.1990 0.0000 19.850 0.00000 0.19930 36519.5 0.0 36498.6 Nolnfil 22.733 0.1972 0.0000 19.850 0.00000 0.19694 36543.3 0.0 36522.3 Noinfil ' 22.767 0.1957 0.0000 19.850 0.00000 0.19603 36566.9 0.0 36545.9 Nolnfil 22.800 0.1945 0.0000 19.850 0.00000 0.19417 36590.3 0.0 36569.3 Nolnfil 22.833 0.1934 0.0000 19.850 0.00000 0.19370 36613.6 0.0 36592.6 Nolnfil 22.867 0.1925 0.0000 19.850 0.00000 0.19221 36636.7 0.0 36615.8 Nolnfil 22.900 0.1917 0.0000 19.850 0.00000 0.19204 36659.8 0.0 36638.8 Nolnfil 1 22.933 0.1911 0.0000 19.850 0.00000 0.19078 36682.7 0.0 36661.8 Nolnfil 22.967 0.1905 0.0000 19.850 0.00000 0.19080 36705.6 0.0 36684.7 Nolnfil 23.000 0.1899 0.0000 19.850 0.00000 0.18965 36728.5 0.0 36707.5 Nolnfil 23.033 0.1893 0.0000 19.850 0.00000 0.18963 36751.2 0.0 36730.3 Nolnfil 23.067 0.1886 0.0000 19.850 0.00000 0.18830 36773.9 0.0 36752.9 Nolnfil 23.100 0.1876 0.0000 19.850 0.00000 0.18791 36796.5 0.0 36775.5 Nolnfil ' 23.133 0.1865 0.0000 19.850 0.00000 0.18616 36818.9 0.0 36798.0 Nolnfil 23.167 0.1853 0.0000 19.850 0.00000 0.18560 36841.2 0.0 36820.3 Nolnfii 23.200 0.1842 0.0000 19.850 0.00000 0.18395 36863.4 0.0 36842.4 Nolnfil 23.233 0.1833 0.0000 19.850 0.00000 0.18361 36885.4 0.0 36864.5 Nolnfil 23.267 0.1825 0.0000 19.850 0.00000 0.18225 36907.4 0.0 36886.4 Nolnfil � 23.300 0.1819 0.0000 19.850 0.00000 0.18217 36929.3 0.0 36908.3 Nolnfil 23.333 0.1813 0.0000 19.850 0.00000 0.18102 36951.1 0.0 36930.1 Nolnfil 23.367 0.1808 0.0000 19.850 0.00000 0.18112 36972.8 0.0 36951.8 Nolnfil 23.400 0.1804 0.0000 19.850 0.00000 0.18013 36994.5 0.0 36973.5 Nolnfil 23.433 0.1801 0.0000 19.850 0.00000 0.18034 37016.1 0.0 36995.1 Nolnfil ' 23.467 0.1797 0.0000 19.850 0.00000 0.17945 37037.7 0.0 37016.7 Nolnfii 23.500 0.1794 0.0000 19.850 0.00000 0.17970 37059.2 0.0 37038.3 Nolnfil 23.533 0.1788 0.0000 19.850 0.00000 0.17847 37080.7 0.0 37059.8 Nolnfil 23.567 0.1775 O.00OD 19.850 0.00000 0.17778 37102.1 0.0 37081.1 Nolnfil 23.600 0.1754 0.0000 19.850 0.00000 0.17508 37123.3 0.0 37102.3 Nolnfil 23.633 0.1724 0.0000 19.850 0.00000 0.17268 37144.1 0.0 37123.2 Nolnfil , 23.667 0.1693 0.0000 19.850 0.00000 0.16903 37164.6 0.0 37143.7 Nolnfil 23.700 0.1664 0.0000 19.850 0.00000 0.16671 37184.8 0.0 37163.8 Nolnfil 23.733 0.1639 0.0000 19.850 0.00000 0.16365 37204.6 0.0 37183.6 Nolnfil 23.767 0.1618 0.0000 19.850 0.00000 0.16212 37224.1 0.0 37203.2 Nolnfil 23.800 0.1601 0.0000 19.850 0.00000 0.15978 37243.5 0.0 37222.5 Nolnfil ' 23.833 0.1586 0.0000 19.850 0.00000 0.15886 37262.6 0.0 37241.6 Nolnfil 23.867 0.1573 0.0000 19.850 0.00000 0.15703 37281.5 0.0 37260.6 Nolnfil 23.900 0.1562 0.0000 19.850 0.00000 0.15650 37300.3 0.0 37279.4 Nolnfil 23.933 0.1553 0.0000 19.850 0.00000 0.15497 37319.0 0.0 37298.1 Noinfil 23.967 0.1544 0.0000 19.850 0.00000 0.15470 37337.6 0.0 37316.6 Noinfil , 24.000 0.1536 0.0000 19.850 0.00000 0.15335 37356.1 0.0 37335.1 Nolnfil 24.033 0.1512 0.0000 19.850 0.00000 0.15148 37374.4 0.0 37353.4 Nolnfil 24.067 0.1459 0.0000 19.850 0.00000 0.14559 37392.2 0.0 37371.2 Nolnfil 24.100 0.1362 0.0000 19.850 0.00000 0.13645 37409.1 0.0 37388.2 Nolnfil 24.133 0.1216 0.0000 19.850 0.00000 0.12135 37424.6 0.0 37403.6 Nolnfil 24.167 0.1064 0.0000 19.850 0.00000 0.10668 37438.3 0.0 37417.3 Nolnfil ' 24.200 0.0919 0.0000 19.850 0.00000 0.09159 37450.2 0.0 37429.2 Nolnfil 24.233 0.0793 0.0000 19.850 0.00000 0.07956 37460.4 0.0 37439.5 Nolnfil 24.267 0.0687 0.0000 19.850 0.00000 0.06837 37469.3 0.0 37448.4 Nolnfil 24.300 0.0597 0.0000 19.850 0.00000 0.05995 37477.0 0.0 37456.1 Nolnfil 24.333 0.0521 0.0000 19.850 0.00000 0.05184 37483.7 0.0 37462.8 Nolnfil ' 24.367 0.0457 O.00OD 19.850 0.00000 0.04596 37489.6 0.0 37468.6 Nolnfil 24.400 0.0401 0.0000 19.850 0.00000 0.03981 37494.7 0.0 37473.8 Nolnfil 24.433 0.0352 0.0000 19.850 0.00000 0.03547 37499.3 0.0 37478.3 Nolnfil 24.467 0.0309 0.0000 19.850 0.00000 0.03064 37503.2 0.0 37482.3 Nolnfil 24.500 0.0269 0.0000 19.850 0.00000 0.02715 37506.7 0.0 37485.7 Nolnfil ' 24.533 0.0235 0.0000 19.850 0.00000 0.02321 37509.7 0.0 37488.7 Nolnfil 24.567 0.0205 0.0000 19.850 0.00000 0.02076 37512.3 0.0 37491.4 Nolnfil 24.600 0.0178 0.0000 19.850 0.00000 0.01752 37514.6 0.0 37493.7 Nolnfil 24.633 0.0154 0.0000 19.850 0.00000 0.01569 37516.6 0.0 37495.7 Nolnfil 24.667 0.0133 0.0000 19.850 0.00000 0.01301 37518.4 0.0 37497.4 Nolnfil 24.700 0.0114 0.0000 19.850 0.00000 0.01167 37519.8 0.0 37498.9 Nolnfil � 24.733 0.0097 0.0000 19.850 0.00000 0.00944 37521.1 0.0 37500.1 Nolnfil 24.767 0.0082 0.0000 19.850 0.00000 0.00850 37522.2 0.0 37501.2 Nolnfil 24.800 0.0069 0.0000 19.850 0.00000 0.00664 37523.1 0.0 37502.1 Nolnfil 24.833 0.0058 0.0000 19.850 0.00000 0.00606 37523.8 0.0 37502.9 Nolnfil 24.867 0.0048 0.0000 19.850 0.00000 0.00452 37524.5 0.0 37503.5 Nolnfil ' 24.900 0.0039 0.0000 19.850 0.00000 0.00421 37525.0 0.0 37504.0 Nolnfil 24.933 0.0032 0.0000 19.850 0.00000 0.00289 37525.4 0.0 37504.5 Nolnfil 24.967 0.0025 0.0000 19.850 0.00000 0.00279 37525.8 0.0 37504.8 Nolnfii Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 25 t ' PONDS Version 3.2.0147 � Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 25.000 0.0020 0.0000 19.850 0.00000 0.00168 37526.0 0.0 37505.1 Nolnfil 25.033 0.0015 0.0000 19.850 0.00000 0.00177 37526.2 0.0 37505.3 Nolnfil 25.067 0.0011 0.0000 19.850 0.00000 0.00081 37526.4 0.0 37505.4 Nolnfil � 25.10D 0.0008 0.0000 19.850 0.00000 0.00104 37526.5 0.0 37505.6 Nolnfil 25.133 0.0005 0.0000 19.850 0.00000 0.00023 37526.6 0.0 37505.6 Nolnfil 25.167 0.0003 0.0000 19.850 0.00000 0.00060 37526.6 0.0 37505.7 Nolnfil 25.200 0.0002 0.0000 19.850 0.00000 0.00000 37526.7 0.0 37505.7 Nolnfil 25.233 0.0001 0.0000 19.850 0.00000 0.00018 37526.7 0.0 37505.7 Nolnfil ' 25.267 0.0000 0.0000 19.850 0.00000 0.00000 37526.7 0.0 37505.7 Nolnfil 25.300 0.0000 0.0000 19.850 0.00000 0.00000 37526.7 0.0 37505.7 Nolnfil 25.333 0.0000 0.0000 19.850 0.00000 0.00000 37526.7 0.0 37505.7 Nolnfil 25.367 0.0000 0.0000 19.850 -- -- 37526.7 0.0 37505.7 N.A. ' ' , ' r � � � � � � � Clearwater Health-Dental Clinic 03-18-2013 09:58:43 Page 26 ' , PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Summarv of Results :: Scenario 2 :: Existing Conditions(100 year-24 hour Storm) Time Stage Rate Volume � (hours) (ft datum) (ft3/s) (ft') Stage Minimum 0.000 18.95 � Maximum 12.067 19.93 I nflow Rate-Maximum-Positive 12.067 5.4607 Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive 25.300 37526.7 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 37526.7 , Infiltration Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 0.0 Combined Discharge ' Rate-Maximum-Positive 12.067 5.4589 Rate-Maximum-Negative 25.300 0.0000 Cumulative Volume-Maximum Positive 25.267 37505.7 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 25.367 37505.7 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 12.067 5.4589 , Rate-Maximum-Negative 25.300 0.0000 Cumulative Volume-Maximum Positive 25.267 37505.7 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 25.367 37505.7 ' Discharge Structure 2 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled , Cumulative Volume-Maximum Negative disabled disabled Cumulative Volume-End of Simulation disabled disabled Discharge Structure 3 -inactive � Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabied Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled ' Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' ' Clearwater Health-Dental Clinic 03-18-2013 09:58:44 Page 27 ' ' PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results :: Scenario 3 :: Water Quality-Wet Pond(1.60 ac x 1-inch) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative ' Time Rate Recharge Etevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 0.000 968.0000 0.0000 18.950 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 968.0000 0.0000 21.409 0.00000 24.22942 58D8.0 0.0 72.7 Nolnfil 0.024 0.0000 0.0000 21.220 0.00000 22.70946 5808.0 0.0 1959.6 Nolnfil ' 0.048 0.0000 0.0000 20.958 0.00000 20.42720 5808.0 0.0 3823.1 Nolnfil 2.400 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 4.800 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 7.200 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 9.600 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil ' 12.000 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 14.400 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 16.800 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 19.200 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 21.600 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 24.000 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil ' 26.400 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 28.800 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 31.200 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 33.600 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 36.000 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil , 38.400 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 40.800 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 43.200 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 45.600 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 48.000 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil ' S0.400 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfii 52.800 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Noinfil 55.200 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 57.600 0.0000 0.0000 18.950 0.00000 0.00000 5808.0 0.0 90303.7 Nolnfil 60.000 0.0000 0.0000 18.950 -- - 5808.0 0.0 90303.7 N.A. ' , � , 1 ' � ' , Clearwater Health-Dental Clinic 03-18-2013 09:58:44 Page 28 1 1 PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Summarv of Results :: Scenario 3 :: Water Quality-Wet Pond(9.60 ac x 1-inch) Time Stage Rate Volume , (hours) (ft datum) (ft'/s) (ft') Stage Minimum 0.000 18.95 ' Maximum 0.002 21.41 inflow Rate-Maximum-Positive 0.002 968.0000 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 0.002 5808.0 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 5805.0 , Infiltration Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 0.0 Combined Discharge , Rate-Maximum-Positive 0.002 24.2294 Rate-Maximum-Negative 2.400 0.0000 Cumulative Volume-Maximum Positive 2.400 90303.7 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 60.000 90303.7 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 0.002 24.2294 ' Rate-Maximum-Negative 2.400 0.0000 Cumulative Volume-Maximum Positive 2.400 90303.7 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 90303.7 � Discharge Structure 2 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled ' Cumulative Volume-Maximum Negative disabled disabled Cumulative Volume-End of Simulation disabled disabled Discharge Structure 3 -inactive ' Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled ' Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume 36.000 18.95 0.0 � 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. � , Clearwater Health-Dental Clinic 03-18-2013 09:58:44 Page 29 ' , , , ' ' ' , ' ' Post-Development � Stormwater Routing � � � � � � � � � __ , PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Proiect Data Project Name: Clearwater Health-Dental Clinic ' Simulation Description: 25 year-24 hour Post Development 100 year-24 hour Post Development Water Quality Post Development ' Project Number: 2012-21 Engineer : ATP ' Supervising Engineer: RPD Date: 03-18-2013 , Aquifer Data � Base Of Aquifer Elevation, [B](ft datum): 12.50 Water Table Elevation, [WT](ft datum): 15.00 ' Horizontal Saturated Hydraulic Conductivity, [Kh](ft/day): 9.00 Fillable Porosity, [n](%): 20.00 � Vertical infiltration was not considered. Geometrv Data � Equivalent Pond Length, [L](ft): 253.0 Equivalent Pond Width, [W](ft): 72.0 ! Ground water mound is expected to intersect the pond bottom ' Staqe vs Area Data Stage Area ' (ft datum) (ft2) 16.00 973.0 17.00 1894.0 18.00 4937.0 , 19.00 7830.0 20.00 10188.0 20.50 11418.0 21.00 13252.0 , 22.00 18330.0 23.00 22942.0 24.00 34650.0 ' , Clearwater Health-Dental Clinic 03-18-2013 10:21:15 Page 1 ' , PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Discharqe Structures Discharge Structure#1 is active as orifice , Structure Parameters Description: 3/4"orifice , Orifice elevation, (ft datum): 19 Orifice coefficient: 6.4 Orifice area, (ftZ): 0.00307 Orifice exponent: 0.5 ' Tailwater-disabled,free discharge ' Discharge Structure#2 is active as weir Structure Parameters ' Description: Type C Inlet(emergency overflow) Weir elevation, (ft datum): 22.27 Weir coefficient: 2.861 , Weir length, (ft): 10 Weir exponent: 1.5 Tailwater-disabled, free discharge ' Discharge Structure#3 is inactive ' ' a ' ' , ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:16 Page 2 , , PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Scenario Input Data Scenario 1 :: Water Quality-Dry Pond(2.11 ac x 1/2-inch) ' Hydrograph Type: Slug Load Modflow Routing: Routed with infiltration ' Treatment Volume(ft3) 3762 Initial ground water level(ft datum) default, 15.00 1 Time After Time After Time After Storm Event Storm Event Storm Event (days) (days) (days) 0.001 1.000 3.500 ' 0.002 1.500 4.000 0.100 2.000 0250 2.500 0.500 3.000 ' Scenario 2 :: Water Quality-Wet Pond(2.11 ac x 1-Inch) � Hydrograph Type: Slug Load •Modflow Routing: Routed without infiltration Treatment Volume(ft) 7523 ' Initial ground water level(ft datum) 19.00 Time After Time After Time After Time After Time After � Storm Event Storm Event Storm Event Storm Event Storm Event (days) (days) (days) (days) (days) 0.001 0.500 1.100 1.700 2.300 0.002 0.600 1200 1.800 2.400 1 0.100 0.700 1.300 1.900 2.500 0.200 0.800 1.400 2.000 0.300 0.900 1.500 2.100 0.400 1.000 1.600 2.200 ' Scenario 3 :: Water Quality-Wet Pond with lnfiltration (2.11 ac x 1-Inch) Hydrograph Type: Slug Load � Modflow Routing: Routed with infiltration Treatment Volume(ft) 7523 ' Initial ground water level(ft datum) 19.00 Time After Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event Storm Event , (days) (days) (days) (days) (days) 0.001 0.500 1.100 1.700 2.300 0.002 0.600 1.200 1.800 2.400 0.100 0.700 1.300 1.900 2.500 , 0.200 0.800 1.400 2.000 0.300 0.900 1.500 2.100 0.400 1.000 1.600 2.200 � Clearwater Health-Dental Clinic 03-18-2013 10:21:17 Page 3 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Scenario Input Data (conYd.) Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) , Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: 1 ' Basin Area(acres) 1.600 Time Of Concentration(minutes) 15.0 DCIA(%) 50.0 , Curve Number 39 Design Rainfall Depth(inches) 10.0 Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 , Rainfall Distribution SCS Type II Florida Modified Initial ground water level(ft datum) 19.45 � Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event (days) (days) (days) (days) 0.100 0.600 1.100 2.000 , 0.200 0.700 1.200 2.500 0.300 0.800 1.300 3.000 0.400 0.900 1.400 0.500 1.000 1.500 � Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) , Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: 1 Basin Area(acres) 1.600 ' Time Of Concentration(minutes) 15.0 DCIA(%) 50.0 Curve Number 39 Design Rainfall Depth(inches) 10.0 � Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 Rainfall Distribution SCS Type II Florida Modified ' Initial ground water level(ft datum) default, 15.00 Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event ' (days) (days) (days) (days) 0.100 0.600 1.100 2.000 0.200 0.700 1.200 2.500 0.300 0.800 1.300 3.000 , 0.400 0.900 1.400 0.500 1.000 1.500 ' , Clearwater Health-Dental Clinic 03-18-2013 10:21:17 Page 4 ' , PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Scenario Input Data (cont'd.) Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: 1 � Basin Area(acres) 1.600 Time Of Concentration(minutes) 15.0 DCIA(%) 50.0 ' Curve Number 39 Design Rainfall Depth(inches) 12.5 Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 , Rainfall Distribution SCS Type II Florida Modified Initial ground water level(ft datum) 19.45 ' Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event (days) (days) (days) (days) 0.100 0.600 1.100 2.000 ' 0.200 0.700 1.200 2.500 0.300 0.800 1.300 3.000 0.400 0.900 1.400 0.500 1.000 1.500 , Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Hydrograph Type: Inline SCS Modflow Routing: Routed with infiltration Repetitions: 1 Basin Area(acres) 1.600 , Time Of Concentration(minutes) 15.0 DCIA(%) 50.0 Curve Number 39 Design Rainfall Depth(inches) 12.5 ' Design Rainfall Duration(hours) 24.0 Shape Factor UHG 323 Rainfall Distribution SCS Type II Florida Modified � Initial ground water level(ft datum) default, 15.00 Time After Time After Time After Time After Storm Event Storm Event Storm Event Storm Event ' (days) (days) (days) (days) 0.100 0.600 1.100 2.000 0.200 0.700 1.200 2.500 0.300 0.800 1.300 3.000 , 0.400 0.900 1.400 0.500 1.000 1.500 , , Clearwater Health-Dental Clinic 03-18-2013 10:21:17 Page 5 ' , PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 1 :: Water Quality-bry Pond(2.11ac x 1/2-inch) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fN) Volume(ft') Volume(ft') Type 0.000 627.0000 0.0000 16.000 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 627.0000 0.0000 17.762 0.46762 0.00000 3762.0 2.8 0.0 S 0.024 0.0000 0.0000 17.753 0.46520 0.00000 3762.0 40.4 0.0 S � 0.048 0.0000 0.0000 17.743 0.46006 0.00000 3762.0 80.4 0.0 S 2.400 0.0000 0.0000 17.405 0.11023 0.00000 3762.0 1312.4 0.0 S 6.000 0.0000 0.0000 17.137 0.04519 0.00000 3762.0 2041.2 0.0 S 12.000 0.0000 0.0000 16.840 0.02199 0.00000 3762.0 2619.8 0.0 S 24.000 0.0000 0.0000 16.504 0.00963 0.00000 3762.0 3154.7 0.0 S ' 36.000 0.0000 0.0000 16.281 0.00557 0.00000 3762.0 3451.6 0.0 S 48.000 0.0000 0.0000 16.123 0.00355 0.00000 3762.0 3635.6 0.0 S. 60.000 0.0000 0.0000 16.004 0.00146 0.00000 3762.0 3758.4 0.0 S 72.000 0.0000 0.0000 15.961 0.00004 0.00000 3762.0 3762.0 0.0 S 84.000 0.0000 0.0000 15.923 0.00000 0.00000 3762.0 3762.0 0.0 S 96.000 0.0000 0.0000 15.889 --- - 3762.0 3762.0 0.0 N.A. ' ' ' ' ' � ' , ' ' � 1 Clearwater Health-Dental Clinic 03-18-2013 10:21:17 Page 6 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 1 :: Water Quality-Dry Pond(2.11ac x 1/2-inch) Time Stage Rate Volume � (hours) (ft datum) (ft'/s) (ft) Stage Minimum 96.000 15.89 ' Maximum 0.002 17.76 Inflow Rate-Maximum-Positive 0.002 627.0000 Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive 0.002 3762.0 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 96.000 3762.0 � Infiltration Rate-Maximum-Positive 0.002 0.4676 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 72.000 3762.0 ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 96.000 3762.0 Combined Discharge ' Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 96.000 0.0 Discharge Structure 1 -simple orifice Rate-Maximum-Positive None None Rate-Maximum-Negative None None , Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 96.000 0.0 ' Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 96.000 0.0 Discharge Structure 3 -inactive ' Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled � Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume 36.000 16.28 3451.6 , 72 Hour Stage and Infiltration Volume 72.000 15.96 3762.0 , ' Clearwater Health-Dental Clinic 03-18-2013 10:21:17 Page 7 ' ' PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 2 :: Water Quality-Wet Pond(2.11ac x 9-Inch) Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(fN) Type 0.000 1253.8330 0.0000 16.000 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 1253.8330 0.0000 19.852 0.00000 0.01813 7523.0 0.0 0.1 Nolnfil 0.024 0.0000 0.0000 19.851 0.00000 0.01813 7523.0 0.0 1.5 Nolnfil ' 0.048 0.0000 0.0000 19.851 0.00000 0.01813 7523.0 0.0 3.1 Nolnfil 2.400 0.0000 0.0000 19.836 0.00000 0.01796 7523.0 0.0 155.9 Nolnfil 4.800 0.0000 0.0000 19.820 0.00000 0.01779 7523.0 0.0 310.3 Nolnfil 7.200 0.0000 0.0000 19.804 0.00000 0.01762 7523.0 0.0 463.3 Nolnfil 9.600 0.0000 0.0000 19.789 0.00000 0.01745 7523.0 0.0 614.8 Nolnfil ' 12.000 0.0000 0.0000 19.773 0.00000 0.01728 7523.0 0.0 764.8 Nolnfil 14.400 0.0000 0.0000 19.758 0.00000 0.01710 7523.0 0.0 913.3 Nolnfil 16.800 0.0000 0.0000 19.742 0.00000 0.01693 7523.0 0.0 1060.3 Nolnfil 19.200 0.0000 0.0000 19.727 0.00000 0.01675 7523.0 0.0 1205.9 Nolnfil 21.600 0.0000 0.0000 19.712 0.00000 0.01658 7523.0 0.0 1349.9 Nolnfil ' 24.000 0.0000 0.0000 19.697 0.00000 0.01640 7523.0 0.0 1492.3 Nolnfil 26.400 0.0000 0.0000 19.682 0.00000 0.01623 7523.0 0.0 1633.3 Nolnfil 28.800 0.0000 0.0000 19.667 0.00000 0.01605 7523.0 0.0 1772.8 Nolnfil 31.200 0.0000 0.0000 19.653 0.00000 0.01587 7523.0 0.0 1910.7 Nolnfil 33.600 0.0000 0.0000 19.638 0.00000 0.01569 7523.0 0.0 2047.0 Nolnfil 36.000 0.0000 0.0000 19.624 0.00000 0.01552 7523.0 0.0 2181.9 Nolnfil ' 38.400 0.0000 0.0000 19.609 0.00000 0.01534 7523.0 0.0 2315.1 Nolnfil 40.800 0.0000 0.0000 19.595 0.00000 0.01516 7523.0 0.0 2446.9 Nolnfil 43.200 0.0000 0.0000 19.581 0.00000 0.01497 7523.0 0.0 2577.0 Nolnfil 45.600 0.0000 0.0000 19.567 0.00000 0.01479 7523.0 0.0 2705.6 Nolnfil 48.000 0.0000 0.0000 19.553 0.00000 0.01461 7523.0 0.0 2832.6 Nolnfil ' 50.400 0.0000 0.0000 19.539 0.00000 0.01443 7523.0 0.0 2958.1 Nolnfil 52.800 0.0000 0.0000 19.526 0.00000 0.01424 7523.0 0.0 3082.0 Nolnfil 55.200 0.0000 0.0000 19.512 0.00000 0.01406 7523.0 0.0 3204.2 Nolnfil 57.600 0.0000 0.0000 19.499 0.00000 0.01388 7523.0 0.0 3324.9 Nolnfil 60.000 0.0000 0.0000 19.485 -- --- 7523.0 0.0 3444.0 N.A. ' ' ' ' , ' , ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:18 Page 8 ' � PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Summarv of Results :: Scenario 2 :: Water Quality-Wet Pond(2.11ac x 1-Inch) Time Stage Rate Volume ' (hours) (ft datum) (ft'/s) (ft') Stage Minimum 0.000 16.00 ' Maximum 0.002 19.85 Inflow Rate-Maximum-Positive 0.002 1253.8330 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 0.002 7523.0 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 7523.0 � Infiltration Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 0.0 Combined Discharge ' Rate-Maximum-Positive 0.002 0.0181 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 60.000 3444.0 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 60.000 3444.0 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 0.002 0.0181 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 60.000 3444.0 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 3444.0 � Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 0.0 Discharge Structure 3 -inactive ' Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled ' Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume 36.000 19.62 0.0 ' 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. � , Clearwater Health-Dental Clinic 03-18-2013 10:21:18 Page 9 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results :: Scenario 3 :: Water Quality-Wet Pond with Infiltration(2.11ac x 1-Inch) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fP) Volume(ft') Volume(fP) Type 0.000 1253.8330 0.0000 19.000 0.00000 0.00000 D.0 0.0 0.0 N.A. 0.002 1253.8330 0.0000 19.851 0.37715 0.01813 7523.0 2.3 0.1 S , 0.024 0.0000 0.0000 19.848 0.31541 0.01810 7523.0 29.0 1.5 S 0.048 0.0000 0.0000 19.846 0.29453 0.01807 7523.0 54.7 3.1 S 2.400 0.0000 0.0000 19.777 0.04569 0.01732 7523.0 570.2 152.9 S 4.800 0.0000 0.0000 19.735 0.02550 0.01684 7523.0 831.0 300.5 S 7.200 0.0000 0.0000 19.701 0.01844 0.01645 7523.0 1010.9 444.3 S 9.600 0.0000 0.0000 19.671 0.01454 0.01610 7523.0 1149.6 585.0 S ' 12.000 0.0000 0.0000 19.645 0.01196 0.01578 7523.0 1262.2 722.7 S 14.400 0.0000 0.0000 19.620 0.01007 0.01547 7523.0 1356.3 857.7 S 16.800 0.0000 0.0000 19.597 0.00861 0.01518 7523.0 1436.3 990.1 S 19.200 0.0000 0.0000 19.576 0.00744 0.01491 7523.0 1505.1 1120.1 S 21.600 0.0000 0.0000 19.555 0.00647 0.01464 7523.0 1564.8 1247.7 S ' 24.000 0.0000 0.0000 19.536 0.00565 0.01438 7523.0 1616.8 1373.1 S 26.400 0.0000 0.0000 19.517 0.00494 0.01413 7523.0 1662.4 1496.3 S 28.800 0.0000 0.0000 19.499 0.00433 0.01388 7523.0 1702.3 1617.3 S 31.200 0.0000 0.0000 19.482 0.00379 0.01364 7523.0 1737.2 1736.2 S 33.600 0.0000 0.0000 19.466 0.00331 0.01341 7523.0 1767.7 1853.1 S 36.000 0.0000 0.0000 19.450 0.00288 0.01318 7523.0 1794.4 1967.9 S ' 38.400 0.0000 0.0000 19.434 0.00250 0.01295 7523.0 1817.6 2080.8 S 40.800 0.0000 0.0000 19.420 0.00215 0.01273 7523.0 1837.6 2191.7 S 43.200 0.0000 0.0000 19.405 0.00184 0.01251 7523.0 1854.8 2300.7 S 45.600 0.0000 0.0000 19.391 0.00155 0.01229 7523.0 1869.3 2407.9 S 48.000 0.0000 0.0000 19.378 0.00128 0.01208 7523.0 1881.5 2513.2 S ' 50.400 0.0000 0.0000 19.365 0.00104 0.01187 7523.0 1891.5 2616.6 S 52.800 0.0000 0.0000 19.352 0.00082 0.01166 7523.0 1899.5 2718.3 S 55.200 0.0000 0.0000 19.340 0.00062 0.01146 7523.0 1905.7 2818.2 S 57.600 0.0000 0.0000 19.328 0.00043 0.01126 7523.0 1910.2 2916.3 S 60.000 0.0000 0.0000 19.317 -- -- 7523.0 1913.1 3012.7 N.A. � 1 ' 1 , ' � ' , Clearwater Health-Dental Clinic 03-18-2013 10:21:18 Page 10 , ' PONDS Version 3.2.0147 , Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Summarv of Results :: Scenario 3 :: Water Quality-Wet Pond with/nfiltration (2.11 ac x 1-Inch) Time Stage Rate Volume , (hours) (ft datum) (ft'/s) (ft') Stage Minimum 0.000 19.00 ' Maximum 0.002 19.85 Inflow Rate-Maximum-Positive 0.002 1253.8330 Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive 0.002 7523.0 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 7523.0 ' Infiltration Rate-Maximum-Positive 0.002 0.3772 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 60.000 1913.1 � Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 1913.1 Combined Discharge � Rate-Maximum-Positive 0.002 0.0181 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 60.000 3012.7 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 3012.7 ' Discharge Structure 1 -simple orifice Rate-Maximum-Positive 0.002 0.0181 Rate-Maximum-Negative None None � Cumulative Volume-Maximum Positive 60.000 3012.7 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 3012.7 ' Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive None None , Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 60.000 0.0 Discharge Structure 3 -inactive , Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled � Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume 36.000 19.45 1794.4 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. , , ' Clearwater Health-Dental Clinic 03-18-2013 10:21:18 Page 11 , ' PONDS Version 3.2.0147 � Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fN) Volume(ft') Volume(ft') Type 0.000 0.0000 0.0000 19.450 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.033 0.0000 0.0000 19.451 -0.03679 0.01319 0.0 -8.9 1.6 S ' 0.067 0.0000 0.0000 19.451 0.00015 0.01319 0.0 -8.8 3.2 S 0.100 0.0000 0.0000 19.450 0.00006 0.01319 0.0 -8.8 4.7 S 0.133 0.0000 0.0000 19.450 -0.00001 0.01318 0.0 -8.8 6.3 S 0.167 0.0000 0.0000 19.450 -0.00008 0.01318 0.0 -8.8 7.9 S 0.200 0.0000 0.0000 19.450 -0.00013 0.01318 0.0 -8.8 9.5 S 0.233 0.0000 0.0000 19.450 -0.00018 0.01318 0.0 -8.9 11.1 S ' 0.267 0.0000 0.0000 19.450 -0.00022 0.01317 0.0 -8.9 12.7 S 0.300 0.0000 0.0000 19.449 -0.00025 0.01317 0.0 -8.9 14.2 S 0.333 0.0000 0.0000 19.449 -0.00029 0.01317 0.0 -8.9 15.8 S 0.367 0.0000 0.0000 19.449 -0.00032 0.01317 0.0 -9.0 17.4 S 0.400 0.0001 0.0000 19.449 -0.00035 0.01316 0.0 -9.0 19.0 S ' 0.433 0.0003 0.0000 19.449 -0.00037 0.01316 0.0 -9.1 20.6 S 0.467 0.0007 0.0000 19.449 -0.00039 0.01316 0.1 -9.1 22.1 S 0.500 0.0015 0.0000 19.448 -0.00041 0.01316 0.2 -9.2 23.7 S 0.533 0.0026 0.0000 19.448 -0.00042 0.01315 0.5 -9.2 25.3 S 0.567 0.0040 0.0000 19.448 -0.00042 0.01315 0.9 -9.3 26.9 S 0.600 0.0055 0.0000 19.448 -0.00042 0.01315 1.4 -9.3 28.5 S ' 0.633 0.0073 0.0000 19.448 -0.00041 0.01315 2.2 -9.4 30.0 S 0.667 0.0091 0.0000 19.448 -0.00039 0.01315 3.2 -9.4 31.6 S 0.700 0.0111 0.0000 19.448 -0.00037 0.01315 4.4 -9.4 33.2 S 0.733 0.0130 0.0000 19.448 -0.00034 0.01315 5.8 -9.5 34.8 S D.767 0.0151 0.0000 19.448 -0.00030 0.01315 7.5 -9.5 36.3 S , 0.800 0.0171 0.0000 19.448 -0.00026 0.01315 9.5 -9.6 37.9 S 0.833 0.0191 0.0000 19.448 -0.00022 0.01315 11.6 -9.6 39.5 S 0.867 0.0211 0.0000 19.448 -0.00017 0.01315 14.0 -9.6 41.1 S 0.900 0.0231 0.0000 19.448 -0.00012 0.01315 16.7 -9.6 42.7 S 0.933 0.0251 0.0000 19.448 -0.00006 0.01316 19.6 -9.6 44.2 S , 0.967 0.0270 0.0000 19.448 0.00000 0.01316 22.7 -9.6 45.8 S 1.000 0.0289 0.0000 19.449 0.00006 0.01316 26.1 -9.6 47.4 S 1.033 0.0308 0.0000 19.449 0.00013 0.01316 29.6 -9.6 49.0 S 1.067 0.0328 0.0000 19.449 0.00019 0.01317 33.5 -9.6 50.5 S 1.100 0.0351 0.0000 19.449 0.00027 0.01317 37.5 -9.6 52.1 S 1.133 0.0375 0.0000 19.450 0.00034 0.01318 41.9 -9.5 53.7 S ' 1.167 0.0401 0.0000 19.450 0.00043 0.01318 46.5 -9.5 55.3 S 1.200 0.0426 0.0000 19.450 0.00051 0.01319 51.5 -9.4 56.9 S 1.233 0.0450 0.0000 19.451 0.00060 0.01319 56.8 -9.4 58.5 S 1.267 0.0473 0.0000 19.451 0.00070 0.01320 62.3 -9.3 60.0 S 1.300 0.0495 0.0000 19.452 0.00079 0.01321 68.1 -9.2 61.6 S , 1.333 0.0516 0.0000 19.452 0.00089 0.01321 74.2 -9.1 63.2 S 1.367 0.0536 0.0000 19.453 0.00099 0.01322 80.5 -9.0 64.8 S 1.400 0.0555 0.0000 19.453 0.00109 0.01323 87.0 -8.9 66.4 S 1.433 0.0573 0.0000 19.454 0.00119 0.01324 93.8 -8.7 68.0 S 1.467 0.0590 0.0000 19.454 0.00129 0.01325 100.8 -8.6 69.6 S , 1.500 0.0607 0.0000 19.455 0.00139 0.01325 107.9 -8.4 71.1 S 1.533 0.0622 0.0000 19.456 0.00149 0.01326 115.3 -8.3 72.7 S 1.567 0.0635 0.0000 19.456 0.00159 0.01327 122.9 -8.1 74.3 S 1.600 0.0646 0.0000 19.457 0.00169 0.01328 130.5 -7.9 75.9 S 1.633 0.0653 0.0000 19.458 0.00178 0.01329 138.3 -7.7 77.5 S 1.667 0.0659 0.0000 19.458 0.00187 0.01330 146.2 -7.4 79.1 S ' 1.700 0.0664 0.0000 19.459 0.00196 0.01331 154.2 -7.2 80.7 S 1.733 0.0669 0.0000 19.460 0.00205 0.01332 162.2 -7.0 82.3 S 1.767 0.0675 0.0000 19.460 0.00213 0.01333 170.2 -6.7 83.9 S 1.800 0.0680 0.0000 19.461 0.00221 0.01334 178.3 -6.5 85.5 S 1.833 0.0686 0.0000 19.462 0.00229 0.01335 186.5 -6.2 87.1 S ' 1.867 0.0692 0.0000 19.463 0.00237 0.01336 194.8 -5.9 88.7 S 1.900 0.0699 0.0000 19.463 0.00245 0.01337 203.2 -5.6 90.3 S 1.933 0.0705 0.0000 19.464 0.00253 0.01338 211.6 -5.3 91.9 S 1.967 0.0711 0.0000 19.465 0.00261 0.01339 220.1 -5.0 93.5 S 2.000 0.0717 0.0000 19.466 0.00268 0.01341 228.6 -4.7 95.1 S ' 2.033 0.0724 0.0000 19.466 0.00276 0.01342 237.3 -4.4 96.7 S 2.067 0.0733 0.0000 19.467 0.00284 0.01343 246.0 -4.0 98.4 S 2.100 0.0744 0.0000 19.468 0.00292 0.01344 254.9 -3.7 100.0 S 2.133 0.0758 0.0000 19.469 0.00300 0.01345 263.9 -3.3 101.6 S 2.167 0.0772 0.0000 19.469 0.00309 0.01346 273.1 -3.0 103.2 S 2.200 0.0785 0.0000 19.470 0.00318 0.01347 282.4 -2.6 104.8 S , 2.233 0.0797 0.0000 19.471 0.00326 0.01349 291.9 -2.2 106,4 S 2.267 0.0808 0.0000 19.472 0.00335 0.01350 301.6 -1.8 108.1 S 2.300 0.0819 0.0000 19.473 0.00344 0.01351 311.3 -1.4 109.7 S 2.333 0.0828 0.0000 19.474 0.00353 0.01352 321.2 -1.0 111.3 S 2.367 0.0836 0.0000 19.475 0.00362 0.01353 331.2 -0.5 112.9 S � 2.400 0.0844 0.0000 19.475 0.00371 0.01355 341.3 -0.1 114.5 S 2.433 0.0852 0.0000 19.476 0.00380 0.01356 351.4 0.3 116.2 S 2.467 0.0859 0.0000 19.477 0.00388 0.01357 361.7 0.8 117.8 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 12 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative � Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 2.500 0.0866 0.0000 19.478 0.00397 0.01359 372.1 1.3 119.4 S 2.533 0.0873 0.0000 19.479 0.00406 0.01360 382.5 1.8 121.1 S 2.567 0.0879 0.0000 19.480 0.00414 0.01361 393.0 2.2 122.7 S ' 2.600 0.0885 0.0000 19.481 0.00422 0.01363 403.6 2.7 124.3 S 2.633 0.0891 0.0000 19.482 0.00431 0.01364 414.2 3.3 126.0 S 2.667 0.0896 0.0000 19.483 0.00439 0.01365 425.0 3.8 127.6 S 2.700 0.0901 0.0000 19.484 0.00447 0.01367 435.7 4.3 129.2 S 2.733 0.0906 0.0000 19.485 0.00455 0.01368 446.6 4.9 130.9 S ' 2.767 0.0911 0.0000 19.486 0.00463 0.01369 457.5 5.4 132.5 S 2.800 0.0916 0.0000 19.487 0.00471 0.01371 468.5 6.0 134.2 S 2.833 0.0920 0.0000 19.488 0.00479 0.01372 479.5 6.5 135.8 S 2.867 0.0925 0.0000 19.489 0.00486 0.01374 490.6 7.1 137.5 S 2.900 0.0929 0.0000 19.490 0.00494 0.01375 501.7 7.7 139.1 S ' 2.933 0.0933 0.0000 19.491 0.00502 0.01376 512.8 8.3 140.8 S 2.967 0.0937 0.0000 19.492 0.00509 0.01378 524.1 8.9 142.4 S 3.000 0.0940 0.0000 19.493 0.00517 0.01379 535.3 9.5 144.1 S 3.033 0.0946 0.0000 19.494 0.00524 0.01381 546.6 10.1 145.7 S 3.067 0.0954 0.0000 19.495 0.00532 0.01382 558.0 10.8 147.4 S 3.100 0.0965 0.0000 19.496 0.00540 0.01383 569.6 11.4 149.0 S ' 3.133 0.0982 0.0000 19.497 0.00548 0.01385 581.2 12.1 150.7 S 3.167 0.0999 0.0000 19.498 0.00557 0.01386 593.1 12.7 152.4 S 3.200 0.1015 0.0000 19.499 0.00566 0.01388 605.2 13.4 154.0 S 3.233 0.1030 0.0000 19.500 0.00576 0.01389 617.5 14.1 155.7 S 3.267 0.1043 0.0000 19.501 O.OD586 0.01391 629.9 14.8 157.4 S ' 3.300 0.1054 0.0000 19.502 0.00595 0.01392 642.5 15.5 159.0 S 3.333 0.1064 0.0000 19.503 0.00605 0.01394 655.2 16.2 160.7 S 3.367 0.1073 0.0000 19.505 0.00615 0.01396 668.0 17.0 162.4 S 3.400 0.1081 0.0000 19.506 0.00624 0.01397 681.0 17.7 164.1 S 3.433 0.1088 0.0000 19.507 0.00633 0.01399 694.0 18.5 165.7 S ' 3.467 0.1095 0.0000 19.508 0.00643 0.01401 707.1 19.2 167.4 S 3.500 0.1101 0.0000 19.509 0.00652 0.01402 720.2 20.0 169.1 S 3.533 0.1106 0.0000 19.510 0.00661 0.01404 733.5 20.8 170.8 S 3.567 0.1107 0.0000 19.512 0.00670 0.01405 746.8 21.6 172.5 S 3.600 0.1103 0.0000 19.513 0.00678 0.01407 760.0 22.4 174.1 S 3.633 0.1095 0.0000 19.514 0.00685 0.01409 773.2 23.2 175.8 S � 3.667 0.1085 0.0000 19.515 0.00692 0.01410 786.3 24.0 177.5 S 3.700 0.1075 0.0000 19.516 0.00698 0.01412 799.3 24.9 179.2 S 3.733 0.1067 0.0000 19.518 0.00704 0.01413 812.1 25.7 180.9 S 3.767 0.1060 0.0000 19.519 0.00710 0.01415 824.9 26.6 182.6 S 3.800 0.1055 0.0000 19.520 0.00715 0.01416 837.6 27.4 184.3 S ' 3.833 0.1050 0.0000 19.521 0.00720 0.01418 850.2 28.3 186.0 S 3.867 0.1047 0.0000 19.522 0.00726 0.01420 862.8 29.1 187.7 S 3.900 0.1044 0.0000 19.523 0.00731 0.01421 875.3 30.0 189.4 S 3.933 0.1042 0.0000 19.524 0.00736 0.01422 887.8 30.9 191.1 S 3.967 0.1040 0.0000 19.525 0.00741 0.01424 900.3 31.8 192.8 S ' 4.000 0.1039 0.0000 19.526 0.00745 0.01425 912.8 32.7 194.5 S 4.033 0.1039 0.0000 19.527 0.00750 0.01427 925.3 33.6 196.3 S 4.067 0.'I042 0.0000 19.529 0.00756 0.01428 937.8 34.5 198.0 S 4.100 0.1049 0.0000 19.530 0.00761 0.01430 950.3 35.4 199.7 S 4.133 0.1062 0.0000 19.531 0.00767 0.01431 963.0 36.3 201.4 S 4.167 0.1076 0.0000 19.532 0.00774 0.01433 975.8 37.2 203.1 S ' 4.200 0.1090 0.0000 19.533 0.00781 0.01434 988.8 382 204.8 S 4.233 0.1102 0.0000 19.534 0.00788 0.01436 1001.9 39.1 206.6 S 4.267 0.1113 0.0000 19.535 0.00796 0.01438 1015.2 40.1 208.3 S 4.300 0.1122 0.0000 19.536 0.00803 0.01439 1028.6 41.0 210.0 S 4.333 0.1130 0.0000 19.538 0.00811 0.01441 1042.2 42.0 211.7 S ' 4.367 0.1137 0.0000 19.539 0.00819 0.01442 1055.8 43.0 213.5 S 4.400 0.1144 D.0000 19.540 0.00827 0.01444 1069.5 43.9 215.2 S 4.433 0.1149 0.0000 19.541 0.00834 0.01446 1083.2 44.9 216.9 S 4.467 0.1154 0.0000 19.542 0.00842 0.01447 1097.0 45.9 218.7 S 4.500 0.1159 0.0000 19.544 0.00849 0.01449 1110.9 47.0 220.4 S 4.533 0.1165 O.D000 19.545 0.00857 0.01450 1124.9 48.0 222.1 S , 4.567 0.1174 0.0000 19.546 0.00865 0.01452 1138.9 49.0 223.9 S 4.600 0.1189 0.0000 19.547 0.00873 0.01454 1153.1 50.1 225.6 S 4.633 0.1211 0.0000 19.549 0.00882 0.01455 1167.5 51.1 227.4 S 4.667 0.1235 0.0000 19.550 0.00891 0.01457 1182.1 52.2 229.1 S 4.700 0.1259 0.0000 19.551 0.00902 0.01459 1197.1 53.3 230.9 S , 4.733 0.1281 0.0000 19.553 0.00912 0.01461 1212.4 54.3 232.6 S 4.767 0.1300 0.0000 19.554 0.00923 0.01463 1227.8 55.4 234.4 S 4.800 0.1317 0.0000 19.555 0.00935 0.01464 1243.5 56.6 236.1 S 4.833 0.1331 0.0000 19.557 0.00946 0.01466 1259.4 57.7 237.9 S 4.867 0.1343 0.0000 19.558 0.00957 0.01468 1275.5 58.8 239.7 S ' 4.900 0.1353 0.0000 19.560 0.00968 0.01470 1291.6 60.0 241.4 S 4.933 0.1363 0.0000 19.561 0.00979 0.01472 1307.9 61.1 243.2 S 4.967 0.1371 0.0000 19.563 0.00989 0.01474 1324.3 62.3 245.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 13 ' ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results (cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fN) Volume(ft') Volume(fN) Type 5.000 0.1379 0.0000 19.564 0.01000 0.01476 1340.9 63.5 246.7 S 5.033 0.1385 0.0000 19.566 0.01010 0.01478 1357.4 64.7 248.5 S 5.067 0.1388 0.0000 19.567 0.01020 0.01480 1374.1 65.9 250.3 S ' 5.100 0.1389 0.0000 19.569 0.01030 0.01482 1390.7 67.2 252.0 S 5.133 0.1388 0.0000 19.570 0.01039 0.01484 1407.4 68.4 253.8 S 5.167 0.1386 0.0000 19.572 0.01048 0.01485 1424.0 69.7 255.6 S 5.200 0.1384 0.0000 19.573 0.01057 0.01487 1440.7 70.9 257.4 S 5.233 0.1382 0.0000 19.575 0.01065 0.01489 1457.3 722 259.2 S ' S.267 0.1381 0.0000 19.576 0.01073 0.01491 1473.8 73.5 261.0 S 5.300 0.1380 0.0000 19.578 0.01081 0.01493 1490.4 74.8 262.8 S 5.333 0.1380 0.0000 19.579 0.01088 0.01495 1507.0 76.1 264.5 S 5.367 0.1380 0.0000 19.580 0.01096 0.01497 1523.5 77.4 266.3 S 5.400 0.1380 0.0000 19.582 0.01103 0.01499 1540.1 78.7 268.1 S , 5.433 0.1380 0.0000 19.583 0.01110 0.01501 1556.6 80.0 269.9 S 5.467 0.1380 0.0000 19.585 0.01118 0.01503 1573.2 81.4 271.7 S 5.500 0.1380 0.0000 19.586 0.01125 0.01504 1589.7 82.7 273.5 S 5.533 0.1380 0.0000 19.588 0.01132 0.01506 1606.3 84.1 275.4 S 5.567 0.1380 0.0000 19.589 0.01139 0.01508 1622.9 85.4 277.2 S 5.600 0.1381 0.0000 19.591 0.01146 0.01510 1639.4 86.8 279.0 S ' S.633 0.1381 0.0000 19.592 0.01152 0.01512 1656.0 88.2 280.8 S 5.667 0.1381 0.0000 19.594 0.01159 0.01514 1672.6 89.6 282.6 S 5.700 0.1382 0.0000 19.595 0.01166 0.01516 1689.2 91.0 284.4 S 5.733 0.1382 0.0000 19.596 0.01172 0.01517 1705.7 92.4 286.2 S 5.767 0.1382 0.0000 19.598 0.01179 0.01519 1722.3 93.8 288.1 S � 5.800 0.1382 0.0000 19.599 0.01185 0.01521 1738.9 95.2 289.9 S 5.833 0.1383 0.0000 19.601 0.01192 0.01523 1755.5 96.6 291.7 S 5.867 0.1383 0.0000 19.602 0.01198 0.01525 1772.1 98.1 293.5 S 5.900 0.1384 0.0000 19.604 0.01204 0.01527 1788.7 99.5 295.4 S 5.933 0.1384 0.0000 19.605 0.01211 0.01528 1805.3 101.0 297.2 S 5.967 0.1384 0.0000 19.607 0.01217 0.01530 1821.9 102.4 299.0 S � 6.000 0.1385 0.0000 19.608 0.01223 0.01532 1838.5 103.9 300.9 S 6.033 0.1387 0.0000 19.609 0.01229 0.01534 1855.2 105.3 302.7 S 6.067 0.1393 0.0000 19.611 0.01236 0.01536 1871.8 106.8 304.6 S 6.100 0.1403 0.0000 19.612 0.01243 0.01537 1888.6 108.3 306.4 S 6.133 0.1418 0.0000 19.614 0.01250 0.01539 1905.5 109.8 308.2 S � 6.167 0.1434 0.0000 19.615 0.01258 0.01541 1922.7 111.3 310.1 S 6.200 0.1450 0.0000 19.617 0.01266 0.01543 1940.0 112.8 311.9 S 6.233 0.1463 0.0000 19.618 0.01275 0.01545 1957.4 114.4 313.8 S 6.267 0.1474 0.0000 19.620 0.01284 0.01547 1975.1 115.9 315.7 S 6.300 0.1484 0.0000 19.621 0.01293 0.01549 1992.8 117.4 317.5 S ' 6.333 0.1493 0.0000 19.623 0.01301 0.01551 2010.7 119.0 319.4 S 6.367 0.1500 0.0000 19.624 0.01310 0.01553 2028.6 120.6 321.2 S 6.400 0.1506 0.0000 19.626 0.01319 0.01555 2046.7 122.1 323.1 S 6.433 0.1512 0.0000 19.628 0.01328 0.01557 2064.8 123.7 325.0 S 6.467 0.1517 0.0000 19.629 0.01336 0.01558 2082.9 125.3 326.8 S 6.500 0.1521 0.0000 19.631 0.01345 0.01560 2101.2 126.9 328.7 S � 6.533 0.1527 0.0000 19.632 0.01353 0.01562 2119.5 128.5 330.6 S 6.567 0.1535 0.0000 19.634 0.01362 0.01564 2137.8 1302 332.5 S 6.600 0.1548 0.0000 19.636 0.01371 0.01566 2156.3 131.8 334.3 S 6.633 0.1565 0.0000 19.637 0.01380 0.01568 2175.0 133.5 336.2 S 6.667 0.1583 0.0000 19.639 0.01390 0.01570 2193.9 135.1 338.1 S , 6.700 0.1601 0.0000 19.640 0.01400 0.01572 2213.0 136.8 340.0 S 6.733 0.1616 0.0000 19.642 0.01411 0.01574 2232.3 138.5 341.9 S 6.767 0.1630 0.0000 19.644 0.01421 0.01577 2251.8 140.2 343.8 S 6.800 0.1641 0.0000 19.646 0.01432 0.01579 2271.4 141.9 345.7 S 6.833 0.1651 0.0000 19.647 0.01442 0.01581 2291.2 143.6 347.5 S ' 6.867 0.1659 0.0000 19.649 0.01453 0.01583 2311.0 145.4 349.4 S 6.900 0.1666 0.0000 19.651 0.01463 0.01585 2331.0 147.1 351.3 S 6.933 0.1673 0.0000 19.653 0.01473 0.01587 2351.0 148.9 353.2 S 6.967 0.1679 0.0000 19.654 0.01483 0.01589 2371.1 150.6 355.2 S 7.000 0.1684 0.0000 19.656 0.01493 0.01591 2391.3 152.4 357.1 S 7.033 0.1690 0.0000 19.658 0.01503 0.01594 2411.5 154.2 359.0 S , 7.067 0.1698 0.0000 19.660 0.01513 0.01596 2431.9 156.0 360.9 S 7.100 0.1711 0.0000 19.661 0.01523 0.01598 2452.3 157.9 362.8 S 7.133 0.1727 0.0000 19.663 0.01534 0.01600 2472.9 159.7 364.7 S 7.167 0.1746 0.0000 19.665 0.01545 0.01602 2493.8 161.5 366.6 S 7.200 0.1764 0.0000 19.667 0.01556 0.01604 2514.8 163.4 368.6 S , 7.233 0.1780 0.0000 19.669 0.01568 0.01607 2536.1 165.3 370.5 S 7.267 0.1793 0.0000 19.671 0.01579 0.01609 2557.5 167.2 372.4 S 7.300 0.1805 0.0000 19.672 0.01591 0.01611 2579.1 169.1 374.4 S 7.333 0.1815 0.0000 19.674 0.01603 0.01613 2600.8 171.0 376.3 S 7.367 0.1823 0.0000 19.676 0.01614 0.01616 2622.7 172.9 378.2 S , 7.400 0.1831 0.0000 19.678 0.01626 0.01618 2644.6 174.9 380.2 S 7.433 0.1837 0.0000 19.680 0.01637 0.01620 2666.6 176.8 382.1 S 7.467 0.1843 0.0000 19.682 0.01648 0.01623 2688.7 178.8 384.1 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 14 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative � Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (fN/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 7.500 0.1848 0.0000 19.684 0.01659 0.01625 2710.8 180.8 386.0 S 7.533 0.1854 0.0000 19.686 0.01669 0.01627 2733.0 182.8 388.0 S 7.567 0.1860 0.0000 19.688 0.01680 0.01629 2755.3 184.8 389.9 S , 7.600 0.1869 0.0000 19.690 0.01691 0.01632 2777.7 186.8 391.9 S 7.633 0.1880 0.0000 19.692 0.01702 0.01634 2800.2 188.8 393.8 S 7.667 0.1892 0.0000 19.694 0.01713 0.01636 2822.8 190.9 395.8 S 7.700 0.1904 0.0000 19.696 0.01724 0.01639 2845.6 192.9 397.8 S 7.733 0.1915 0.0000 19.698 0.01735 0.01641 2868.5 195.0 399.7 S ' 7.767 0.1924 0.0000 19.700 0.01747 0.01643 2891.5 197.1 401.7 S 7.800 0.1932 0.0000 19.702 0.01758 0.01646 2914.7 199.2 403.7 S 7.833 0.1938 0.0000 19.704 0.01769 0.01648 2937.9 201.3 405.6 S 7.867 0.1944 0.0000 19.706 0.01780 0.01650 2961.2 203.5 407.6 S 7.900 0.1949 0.0000 19.708 0.01791 0.01653 2984.5 205.6 409.6 S 7.933 0.1954 0.0000 19.710 0.01802 0.01655 3008.0 207.8 411.6 S ' 7.967 0.1958 0.0000 19.712 0.01812 0.01658 3031.4 209.9 413.6 S 8.000 0.1962 0.0000 19.714 0.01823 0.01660 3054.9 212.1 415.6 S 8.033 0.1969 0.0000 79.716 0.01833 0.01662 3078.5 214.3 417.6 S 8.067 0.1980 0.0000 19.718 0.01844 0.01665 3102.2 216.5 419.6 S 8.100 0.1998 0.0000 19.720 0.01855 0.01667 3126.1 218.7 421.6 S , 8.133 0.2022 0.0000 19.722 0.01867 0.01670 3150.2 221.0 423.6 S 8.167 0.2046 0.0000 19.724 0.01880 0.01672 3174.6 223.2 425.6 S 8.200 0.2068 0.0000 19.726 0.01893 0.01674 3199.3 225.5 427.6 S 8.233 0.2087 0.0000 19.728 0.01906 0.01677 3224.2 227.7 429.6 S 8.267 0.2103 0.0000 19.731 0.01920 0.01679 3249.4 230.0 431.6 S � 8.300 0.2117 0.0000 19.733 0.01933 0.01682 3274.7 232.4 433.6 S 8.333 0.2129 0.0000 19.735 0.01947 0.01684 3300.2 234.7 435.6 S 8.367 0.2139 0.0000 19.737 0.01960 0.01687 3325.8 237.0 437.7 S 8.400 0.2148 0.0000 19.739 0.01973 0.01690 3351.5 239.4 439.7 S 8.433 0.2156 0.0000 19.742 0.01986 0.01692 3377.3 241.8 441.7 S 8.467 0.2163 0.0000 19.744 0.01999 0.01695 3403.3 244.2 443.7 S ' 8.500 0.2170 0.0000 19.746 0.02011 0.01697 3429.3 246.6 445.8 S 8.533 0.2180 0.0000 19.748 0.02024 0.01700 3455.3 249.0 447.8 S 8.567 0.2196 0.0000 19.751 0.02038 0.01702 3481.6 251.4 449.9 S 8.600 0.2221 0.0000 19.753 0.02051 0.01705 3508.1 253.9 451.9 S 8.633 0.2255 0.0000 19.755 0.02066 0.01708 3535.0 256.3 453.9 S ' 8.667 0.2290 0.0000 19.758 0.02083 0.01710 3562.2 258.8 456.0 S 8.700 0.2323 0.0000 19.760 0.02099 0.01713 3589.9 261.3 458.1 S 8.733 0.2352 0.0000 19.763 0.02116 0.01716 3618.0 263.9 460.1 S 8.767 0.2376 0.0000 19.765 0.02133 0.01719 3646.3 266.4 462.2 S 8.800 0.2397 0.0000 19.768 0.02150 0.01721 3675.0 269.0 464.2 S ' 8.833 0.2414 0.0000 19.770 0.02166 0.01724 3703.9 271.6 466.3 S 8.867 0.2429 0.0000 19.773 0.02183 0.01727 3732.9 2742 468.4 S 8.900 0.2442 0.0000 19.775 0.02200 0.01730 3762.1 276.8 470.4 S 8.933 0.2454 0.0000 19.778 0.02216 0.01733 3791.5 279.5 472.5 S 8.967 0.2464 0.0000 19.780 0.02232 0.01735 3821.0 282.1 474.6 S 9.000 0.2473 0.0000 19.783 0.02247 0.01738 3850.6 284.8 476.7 S ' 9.033 0.2483 0.0000 19.785 0.02263 0.01741 3880.4 287.5 478.8 S 9.067 0.2496 0.0000 19.788 0.02279 0.01744 3910.3 290.3 480.9 S 9.100 0.2512 0.0000 19.791 0.02294 0.01747 3940.3 293.0 483.0 S 9.133 0.2532 0.0000 19.793 0.02310 0.01750 3970.6 295.8 485.1 S 9.167 0.2553 0.0000 19.796 0.02327 0.01753 4001.1 298.5 487.2 S ' 9.200 0.2573 0.0000 19.798 0.02343 0.01756 4031.8 301.3 489.3 S 9.233 0.2590 0.0000 19.801 0.02360 0.01759 4062.8 304.2 491.4 S 9.267 0.2605 0.0000 19.804 0.02376 0.01762 4094.0 307.0 493.5 S 9.300 0.2617 0.0000 19.807 0.02393 0.01765 4125.3 309.9 495.6 S 9.333 0.2628 0.0000 19.809 0.02409 0.01768 4156.8 312.7 497.7 S ' 9.367 0.2637 0.0000 19.812 0.02425 0.01770 4188.4 315.6 499.8 S 9.400 0.2645 0.0000 19.815 0.02441 0.01773 4220.1 318.6 502.0 S 9.433 0.2652 0.0000 19.817 0.02456 0.01776 4251.9 321.5 504.1 S 9.467 0.2658 0.0000 19.820 0.02471 0.01779 4283.7 324.5 506.2 S 9.500 0.2664 0.0000 19.823 0.02487 0.01782 4315.7 327.4 508.4 S 9.533 0.2674 0.0000 19.826 0.02502 0.01785 4347.7 330.4 510.5 S , 9.567 0.2692 0.0000 19.828 0.02517 0.01788 4379.9 333.4 512.7 S 9.600 0.2724 0.0000 19.831 0.02534 0.01791 4412.4 336.5 514.8 S 9.633 0.2771 0.0000 19.834 0.02552 0.01794 4445.3 339.5 517.0 S 9.667 0.2821 0.0000 19.837 0.02571 0.01798 4478.9 342.6 519.1 S 9.700 0.2869 0.0000 19.840 D.02592 0.01801 4513.0 345.7 521.3 S ' 9.733 0.2912 0.0000 19.843 0.02613 0.01804 4547.7 348.8 523.4 S 9.767 0.2948 0.0000 19.846 0.02635 0.01807 4582.9 352.0 525.6 S 9.800 0.2978 0.0000 19.849 0.02657 0.01810 4618.4 355.1 527.8 S 9.833 0.3004 0.0000 19.852 0.02679 0.01814 4654.3 358.3 529.9 S 9.867 0.3026 0.0000 19.855 0.02701 0.01817 4690.5 361.6 532.1 S 9.900 0.3045 0.0000 19.858 0.02722 0.01820 4726.9 364.8 534.3 S ' 9.933 0.3062 0.0000 19.862 0.02743 0.01824 4763.6 368.1 536.5 S 9.967 0.3076 0.0000 19.865 0.02764 0.01827 4800.4 371.4 538.7 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 15 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. � Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Fiow (hours) (ft'/s) (ft/day) (ft datum) (k'/s) (ft'/s) Volume(ft') Volume(fP) Volume(ft') Type 10.000 0.3090 0.0000 19.868 0.02785 0.01830 4837.4 374.7 540.9 S 10.033 0.3109 0.0000 19.871 0.02805 0.01834 4874.6 378.1 543.1 S 10.067 0.3141 0.0000 19.874 0.02826 0.01837 4912.1 381.5 545.3 S ' 10.700 0.3194 0.0000 19.878 0.02849 0.01841 4950.1 384.9 547.5 S 10.133 0.3271 0.0000 19.881 0.02874 0.01844 4988.9 388.3 549.7 S 10.167 0.3357 0.0000 19.884 0.02902 0.01848 5028.7 391.8 551.9 S 10.200 0.3441 0.0000 19.888 0.02932 0.01851 5069.5 395.3 554.1 S 10.233 0.3515 0.0000 19.892 0.02963 0.01855 5111.2 398.8 556.4 S � 10.267 0.3578 0.0000 19.895 0.02995 0.01859 5153.8 402.4 558.6 S 10.300 0.3631 0.0000 19.899 0.03027 0.01863 5197.0 406.0 560.8 S 10.333 0.3677 0.0000 19.903 0.03059 0.01867 5240.9 409.6 563.1 S 10.367 0.3715 0.0000 19.907 0.03091 0.01871 5285.2 413.3 565.3 S 10.400 0.3749 0.0000 19.911 0.03122 0.01875 5330.0 417.1 567.5 S 10.433 0.3778 0.0000 19.915 0.03153 0.01879 5375.2 420.8 569.8 S ' 10.467 0.3804 0.0000 19.918 0.03183 0.01883 5420.6 424.6 572.1 S 10.500 0.3827 0.0000 19.922 0.03213 0.01887 5466.4 428.5 574.3 S 10.533 0.3858 0.0000 19.926 0.03243 0.01891 5512.5 432.3 576.6 S 10.567 0.3910 0.0000 19.930 0.03274 0.01895 5559.1 436.3 578.9 S 10.600 0.3996 0.0000 19.935 0.03308 0.01899 5606.6 440.2 581.1 S � 10.633 0.4124 0.0000 19.939 0.03345 0.01904 5655.3 444.2 583.4 S 10.667 0.4271 0.0000 19.943 0.03386 0.01908 5705.7 448.2 585.7 S 10.700 0.4415 0.0000 19.948 0.03431 0.01913 5757.8 452.3 588.0 S 10.733 0.4545 0.0000 19.952 0.03479 0.01917 5811.5 456.5 590.3 S 10.767 0.4656 0.0000 19.957 0.03529 0.01922 5866.7 460.7 592.6 S 10.800 0.4749 0.0000 19.962 0.03578 0.01927 5923.2 464.9 594.9 S ' 10.833 0.4829 0.0000 19.967 0.03628 0.01932 5980.6 469.3 597.2 S 10.867 0.4896 0.0000 19.972 0.03678 0.01937 6039.0 473.6 599.5 S 10.900 0.4954 0.0000 19.978 0.03726 0.01943 6098.1 478.1 601.9 S 10.933 0.5005 0.0000 19.983 0.03774 0.01948 6157.8 482.6 604.2 S 10.967 0.5050 0.0000 19.988 0.03821 0.01953 6218.2 487.1 606.5 S � 11.000 0.5098 0.0000 19.993 0.03867 0.01958 6279.1 491.8 608.9 S 11.033 0.5177 0.0000 19.999 0.03915 0.01963 6340.7 496.4 611.2 S 11.067 0.5311 0.0000 20.004 0.03968 0.01969 6403.6 5012 613.6 S 11.100 0.5521 0.0000 20.010 0.04027 0.01974 6468.6 505.9 616.0 S 11.133 0.5797 0.0000 20.016 0.04093 0.01980 6536.5 510.8 618.3 S ' 11.167 0.6078 0.0000 20.022 0.04167 0.01986 6607.8 515.8 620.7 S 11.200 0.6339 0.0000 20.029 0.04247 0.01993 6682.3 520.8 623.1 S 11.233 0.6564 0.0000 20.035 0.04330 0.01999 6759.7 526.0 625.5 S 11.267 0.6755 0.0000 20.042 0.04415 0.02006 6839.6 531.2 627.9 S 11.300 0.6917 0.0000 20.050 0.04500 0.02013 6921.7 536.6 630.3 S 11.333 0.7054 0.0000 20.057 0.04585 0.02020 7005.5 542.0 632.7 S ' 11.367 0.7171 0.0000 20.064 0.04669 0.02027 7090.8 547.6 635.2 S 11.400 0.7273 0.0000 20.072 0.04750 0.02034 7177.5 553.2 637.6 S 11.433 0.7362 0.0000 20.080 0.04831 0.02042 7265.3 559.0 640.0 S 11.467 0.7442 0.0000 20.087 0.04910 0.02049 7354.1 564.8 642.5 S 11.500 0.7572 0.0000 20.095 0.04995 0.02056 7444.2 570.7 645.0 S , 11.533 0.8212 0.0000 20.104 0.05110 0.02064 7538.9 576.8 647.4 S 11.567 0.9711 0.0000 20.113 0.05290 0.02073 7646.5 583.0 649.9 S 11.600 1.2462 0.0000 20.125 0.05582 0.02084 7779.5 589.5 652.4 S 11.633 1.6472 0.0000 20.140 0.06016 0.02098 7953.1 596.4 654.9 S 11.667 2.0742 0.0000 20.161 0.06589 0.02117 8176.4 603.9 657.5 S ' 17.700 2.4900 0.0000 20.185 0.07276 0.02139 8450.2 612.2 660.0 S 11.733 2.8640 0.0000 20.214 0.08045 0.02165 8771.5 621.4 662.6 S 11.767 3.1946 0.0000 20.247 0.08867 0.02194 9135.0 631.5 665.2 S 11.800 3.4881 0.0000 20.283 0.09719 0.02225 9536.0 642.7 667.9 S 11.833 3.7494 0.0000 20.321 0.10586 0.02258 9970.2 654.9 670.5 S 11.867 3.9854 0.0000 20.362 0.11457 0.02293 10434.3 668.1 673.3 S ' 11.900 4.2019 0.0000 20.404 0.12325 0.02328 10925.5 682.3 676.0 S 11.933 4.4021 0.0000 20.449 0.13186 0.02365 11441.8 697.7 678.9 S 11.967 4.5882 0.0000 20.495 0.14035 0.02402 11981.2 714.0 681.7 S 12.000 4.7679 0.0000 20.542 0.14861 0.02440 12542.6 731.3 684.6 S 12.033 4.8845 0.0000 20.589 0.15644 0.02477 13121.7 749.7 687.6 S � 12.067 4.9130 0.0000 20.637 0.16351 0.02514 13709.5 768.9 690.6 S 12.100 4.8139 0.0000 20.684 0.16945 0.02550 14293.2 788.9 693.6 S 12.133 4.5745 0.0000 20.728 0.17398 0.02583 14856.5 809.6 696.7 S 12.167 4.3027 0.0000 20.770 0.17713 0.02614 15389.1 830.7 699.8 S 12200 4.0356 0.0000 20.808 0.17917 0.02642 15889.4 852.1 703.0 S , 12.233 3.8067 0.0000 20.843 0.18041 0.02667 16359.9 873.7 706.1 S 12.267 3.6184 0.0000 20.876 0.18109 0.02691 16805.5 895.4 709.4 S 12.300 3.4634 0.0000 20.907 0.18144 0.02713 17230.4 917.1 712.6 S 12.333 3.3367 0.0000 20.937 0.18159 0.02734 17638.4 938.9 715.9 S 12.367 3.2312 0.0000 20.965 0.18161 0.02754 18032.4 960.7 719.2 S 12.400 3.1418 0.0000 20.992 0.18157 0.02773 18414.8 982.5 722.5 S ' 12.433 3.0647 0.0000 21.018 0.18150 0.02791 18787.2 1004.3 725.8 S 12.467 2.9985 0.0000 21.043 0.18138 0.02809 19151.0 1026.1 729.2 S Cleanvater Health-Dental Clinic 03-18-2013 10:21:19 Page 16 , ' PONDS Version 3.2.0147 � Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage infiltration OverFlow Cumulative Cumuiative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft;/s) (ft/day) (ft datum) (ft'!s) (ft'/s) Volume(ft') Voiume(ft') Volume(ft') Type 12.500 2.9332 0.0000 21.068 0.18122 0.02825 19506.9 1047.8 732.6 S 12.533 2.8640 0.0000 21.091 0.18099 0.02841 19854.7 1069.6 736.0 S ' 12.567 2.7695 0.0000 21.114 0.18058 0.02857 20192.8 1091.3 739.4 S 12.600 2.6328 0.0000 21.136 0.17984 0.02871 20516.9 1112.9 742.8 S 12.633 2.4467 0.0000 21.156 0.17869 0.02885 20821.7 1134.4 746.3 S 12.667 2.2502 0.0000 21.174 0.17711 0.02897 21103.5 1155.8 749.7 S 12.700 2.0615 0.0000 21.190 0.17519 0.02908 21362.2 1176.9 753.2 S 12.733 1.8948 0.0000 21.205 0.17305 0.02918 21599.6 1197.8 756.7 S ' 12.767 1.7514 0.0000 21.219 0.17079 0.02927 21818.3 1218.5 760.2 S 12.800 1.6287 0.0000 21.231 0.16848 0.02935 22021.1 1238.8 763.7 S 12.833 1.5239 0.0000 21.243 0.16619 0.02943 22210.3 1258.9 767.3 S 12.867 1.4348 0.0000 21.254 0.16394 0.02949 22387.8 1278.7 770.8 S 12.900 1.3570 0.0000 21.263 0.16176 0.02956 22555.3 1298.2 774.3 S , 12.933 1.2889 0.0000 21.273 0.15966 0.02962 22714.1 1317.5 777.9 S 12.967 1.2297 0.0000 21.281 0.15764 0.02968 22865.2 1336.6 781.5 S 13.000 1.1756 0.0000 21.290 0.15570 0.02973 23009.5 1355.4 785.0 S 13.033 1.1274 0.0000 21.298 0.15384 0.02978 23147.7 1373.9 788.6 S 13.067 1.0817 0.0000 21.305 0.15205 0.02983 23280.2 1392.3 792.2 S 13.100 1.0336 0.0000 21.312 0.15030 0.02988 23407.1 1410.4 795.8 S ' 13.133 0.9837 0.0000 21.319 0.14858 0.02992 23528.1 1428.3 799.3 S 13.167 0.9352 0.0000 21.325 0.14689 0.02996 23643.3 1446.1 802.9 S 13.200 0.8910 0.0000 21.331 0.14522 0.03000 23752.8 1463.6 806.5 S 13.233 0.8523 0.0000 21.337 0.14360 0.03003 23857.4 1480.9 810.1 S 13.267 0.8193 O.00OD 21.342 0.14204 0.03007 23957.7 1498.1 813.7 S � 13.300 0.7914 0.0000 21.347 0.14053 0.03010 24054.4 1515.0 817.3 S 13.333 0.7681 0.0000 21.352 0.13909 0.03013 24147.9 1531.8 821.0 S 13.367 0.7483 0.0000 21.357 0.13772 0.03016 24238.9 1548.4 824.6 S 13.400 0.7311 0.0000 21.361 0.13641 0.03019 24327.7 1564.8 828.2 S 13.433 0.7160 0.0000 21.366 0.13516 0.03022 24414.5 1581.1 831.8 S ' 13.467 0.7029 0.0000 21.370 0.13398 0.03025 24499.7 1597.3 835.5 S 13.500 0.6915 0.0000 21.374 0.13284 0.03027 24583.3 1613.3 839.1 S 13.533 0.6808 0.0000 21.378 0.13176 0.03030 24665.7 1629.2 842.7 S 13.567 0.6697 0.0000 21.382 0.13072 0.03033 24746.7 1644.9 846.4 S 13.600 0.6569 0.0000 21.386 0.12971 0.03035 24826.3 1660.5 850.0 S 13.633 0.6418 0.0000 21.390 0.12872 0.03038 24904.2 1676.0 853.6 S ' 13.667 0.6260 0.0000 21.394 0.12774 0.03040 24980.3 1691.4 857.3 S 13.700 0.6113 0.0000 21.398 0.12678 0.03042 25054.5 1706.7 860.9 S 13.733 0.5984 0.0000 21.401 0.12584 0.03045 25127.1 1721.9 864.6 S 13.767 0.5876 0.0000 21.405 0.12494 0.03047 25198.2 1736.9 868.2 S 13.800 0.5787 0.0000 21.408 0.12406 0.03049 25268.2 1751.8 871.9 S ' 13.833 0.5714 0.0000 21.411 0.12321 0.03051 25337.2 1766.7 875.6 S 13.867 0.5654 0.0000 21.414 0.12240 0.03053 25405.4 1781.4 879.2 S 13.900 0.5601 0.0000 21.418 0.12162 0.03055 25473.0 1796.1 882.9 S 13.933 0.5556 0.0000 21.421 0.12087 0.03057 25539.9 1810.6 886.6 S 13.967 0.5517 0.0000 21.424 0.12014 0.03059 25606.3 1825.1 890.2 S , 14.000 0.5479 0.0000 21.427 0.11944 0.03061 25672.3 1839.4 893.9 S 14.033 0.5433 0.0000 21.430 0.11877 0.03063 25737.8 1853.7 897.6 S 14.067 0.5371 0.0000 21.433 0.11810 0.03065 25802.6 1867.9 901.3 S 14.100 0.5283 0.0000 21.436 0.11744 0.03067 25866.5 1882.1 904.9 S 14.133 0.5174 0.0000 21.439 0.11677 0.03069 25929.3 1896.1 908.6 S 14.167 0.5066 0.0000 21.442 0.11611 0.03070 25990.7 1910.1 912.3 S ' 14.200 0.4965 0.0000 21.445 0.11545 0.03072 26050.9 1924.0 916.0 S 14.233 0.4879 0.0000 21.447 0.11480 0.03074 26110.0 1937.8 919.7 S 14.267 0.4807 0.0000 21.450 0.11416 0.03075 26168.1 1951.5 923.4 S 14.300 0.4746 0.0000 21.453 0.11354 0.03077 26225.4 1965.2 927.0 S 14.333 0.4695 0.0000 21.455 0.11293 0.03079 26282.1 1978.8 930.7 S � 14.367 0.4651 0.0000 21.458 0.11234 0.03080 26338.1 1992.3 934.4 S 14.400 0.4614 0.0000 21.460 0.11177 0.03082 26393.7 2005.8 938.1 S ' 14.433 0.4581 0.0000 21.463 0.11122 0.03083 26448.9 2019.1 941.8 S 14.467 0.4553 0.0000 21.465 0.11068 0.03085 26503.7 2032.4 945.5 S 14.500 0.4526 0.0000 21.467 0.11016 0.03086 26558.2 2045.7 949.2 S ' 14.533 0.4494 0.0000 21.470 0.10965 0.03088 26612.3 2058.9 952.9 S 14.567 0.4451 0.0000 21.472 0.10915 0.03089 26666.0 2072.0 956.6 S 14.600 0.4389 0.0000 21.474 0.10864 0.03091 26719.0 2085.1 960.4 S 14.633 0.4309 0.0000 21.477 0.10814 0.03092 26771.2 2098.1 964.1 S 14.667 0.4228 0.0000 21.479 0.10763 0.03093 26822.4 2111.0 967.8 S 14.700 0.4152 0.0000 21.481 0.10712 0.03095 26872.7 2123.9 971.5 S , 14.733 0.4087 0.0000 21.483 0.10661 0.03096 26922.1 2136.7 975.2 S 14.767 0.4033 0.0000 21.485 0.10611 0.03097 26970.9 2149.5 978.9 S 14.800 0.3986 0.0000 21.487 0.10562 0.03099 27019.0 2162.2 982.6 S 14.833 0.3948 0.0000 21.489 0.10514 0.03100 27066.6 2174.9 986.4 S 14.867 0.3915 0.0000 21.491 0.10468 0.03101 27113.7 2187.4 990.1 S ' 14.900 0.3886 0.0000 21.493 0.10422 0.03102 27160.5 2200.0 993.8 S 14.933 0.3861 0.0000 21.495 0.10378 0.03103 27207.0 2212.5 997.5 S 14.967 0.3840 0.0000 21.497 0.10334 0.03105 27253.2 2224.9 1001.2 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 17 ' , PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(fN) Volume(ft') Volume(ft') Type 15.000 0.3820 0.0000 21.499 0.10292 0.03106 27299.2 2237.3 1005.0 S 15.033 0.3801 0.0000 21.501 0.10251 0.03107 27344.9 2249.6 1008.7 S ' 15.067 0.3779 0.0000 21.503 0.10211 0.03108 27390.4 2261.9 1012.4 S 15.100 0.3753 0.0000 21.504 0.10171 0.03109 27435.6 2274.1 1016.2 S 15.133 0.3720 0.0000 21.506 0.10132 0.03110 27480.4 2286.3 1019.9 S 15.167 0.3688 0.0000 21.508 0.10093 0.03112 27524.9 2298.4 1023.6 S 15.200 0.3658 0.0000 21.510 0.10055 0.03113 27569.0 2310.5 1027.4 S 15.233 0.3632 0.0000 21.512 0.10017 0.03114 27612.7 2322.5 1031.1 S � 15.267 0.3610 0.0000 21.513 0.09980 0.03115 27656.1 2334.5 1034.8 S 15.300 0.3592 0.0000 21.515 0.09943 0.03116 27699.4 2346.5 1038.6 S 15.333 0.3576 0.0000 21.517 0.09908 0.03117 27742.4 2358.4 1042.3 S 15.367 0.3564 0.0000 21.518 0.09873 0.03118 27785.2 2370.3 1046.1 S 15.400 0.3552 0.0000 21.520 0.09839 0.03119 27827.9 2382.1 1049.8 S � 15.433 0.3543 0.0000 21.522 0.09806 0.03720 27870.5 2393.9 1053.5 S 15.467 0.3535 0.0000 21.524 0.09773 0.03121 27912.9 2405.6 1057.3 S 15.500 0.3527 0.0000 21.525 0.09742 0.03122 27955.3 2417.3 1061.0 S 15.533 0.3517 0.0000 21.527 0.09710 0.03123 27997.6 2429.0 1064.8 S 15.567 0.3498 0.0000 21.529 0.09680 0.03124 28039.7 2440.6 1068.5 S 15.600 0.3466 0.0000 21.530 0.09648 0.03125 28081.4 2452.2 1072.3 S ' 15.633 0.3420 0.0000 21.532 0.09617 0.03126 28122.8 2463.8 1076.0 S 15.667 0.3371 0.0000 21.534 0.09585 0.03127 28163.5 2475.3 1079.8 S 15.700 0.3324 0.0000 21.535 0.09552 0.03128 28203.7 2486.8 1083.5 S 15.733 0.3283 0.0000 21.537 0.09520 0.03129 28243.3 2498.2 1087.3 S 15.767 0.3249 0.0000 21.538 0.09487 0.03130 28282.5 2509.6 1091.0 S , 15.800 0.3220 0.0000 21.540 0.09455 0.03131 28321.3 2521.0 1094.8 S 15.833 0.3196 0.0000 21.541 0.09424 0.03132 28359.8 2532.3 1098.6 S 15.867 0.3175 0.0000 21.542 0.09393 0.03133 28398.1 2543.6 1102.3 S 15.900 0.3157 0.0000 21.544 0.09362 0.03134 28436.0 2554.9 1106.1 S 15.933 0.3142 0.0000 21.545 0.09333 0.03135 28473.8 2566.1 1109.8 S ' 15.967 0.3129 0.0000 21.547 0.09304 0.03136 28511.5 2577.3 1113.6 S 16.000 0.3117 0.0000 21.548 0.09275 0.03136 28548.9 2588.4 1117.4 S 16.033 0.3104 0.0000 21.550 0.09247 0.03137 28586.3 2599.5 1121.1 S 16.067 0.3089 0.0000 21.551 0.09219 0.03138 28623.4 2610.6 1124.9 S 16.100 0.3068 0.0000 21.552 0.09192 0.03139 28660.4 2621.7 1128.7 S 16.133 0.3041 0.0000 21.554 0.09164 0.03140 28697.0 2632.7 1132.4 S � 16.167 0.3012 0.0000 21.555 0.09137 0.03141 28733.3 2643.7 1136.2 S 16.200 0.2984 0.0000 21.556 0.09109 0.03141 28769.3 2654.6 1140.0 S 16.233 0.2960 0.0000 21.558 0.09082 0.03142 28805.0 2665.5 1143.7 S 16.267 0.2939 0.0000 21.559 0.09054 0.03143 28840.4 2676.4 1147.5 S 16.300 0.2921 0.0000 21.560 0.09028 0.03144 28875.5 2687.3 1151.3 S ' 16.333 0.2906 0.0000 21.562 0.09001 0.03145 28910.5 2698.1 1155.0 S 16.367 0.2894 0.0000 21.563 0.08975 0.03145 28945.3 2708.9 1158.8 S 16.400 0.2883 0.0000 21.564 0.08950 0.03146 28979.9 2719.6 1162.6 S 16.433 0.2873 0.0000 21.565 0.08925 0.03147 29014.5 2730.3 1166.4 S 16.467 0.2865 0.0000 21.566 0.08900 0.03148 29048.9 2741.0 1170.2 S ' 16.500 0.2858 0.0000 21.568 0.08876 0.03148 29083.3 2751.7 1173.9 S 16.533 0.2851 0.0000 21.569 0.08853 0.03149 29117.5 2762.3 1177.7 S 16.567 0.2843 0.0000 21.570 0.08830 0.03150 29151.7 2772.9 1181.5 S 16.600 0.2833 0.0000 21.571 0.08807 0.03151 29185.7 2783.5 1185.3 S 16.633 0.2821 0.0000 21.573 0.08784 0.03151 29219.7 2794.1 1189.0 S 16.667 0.2807 0.0000 21.574 0.08761 0.03152 29253.4 2804.6 1192.8 S , 16.700 0.2794 0.0000 21.575 0.08739 0.03153 29287.0 2815.1 1196.6 S 16.733 0.2783 0.0000 21.576 0.08716 0.03154 29320.5 2825.6 1200.4 S 16.767 0.2773 0.0000 21.577 0.08694 0.03154 29353.8 2836.0 1204.2 S 16.800 0.2765 0.0000 21.579 0.08673 0.03155 29387.1 2846.4 1208.0 S 16.833 0.2758 0.0000 21.580 0.08651 0.03156 29420.2 2856.8 1211.8 S , 16.867 0.2753 0.0000 21.581 0.08630 0.03156 29453.3 2867.2 1215.5 S 16.900 0.2748 0.0000 21.582 0.08610 0.03157 29486.3 2877.6 1219.3 S 16.933 0.2744 0.0000 21.583 0.08590 0.03158 29519.2 2887.9 1223.1 S 16.967 0.2741 0.0000 21.584 0.08570 0.03159 29552.2 2898.2 1226.9 S 17.000 0.2737 0.0000 21.586 0.08550 0.03159 29585.0 2908.4 1230.7 S ' 17.033 0.2732 0.0000 21.587 0.08531 0.03160 29617.8 2918.7 1234.5 S 17.067 0.2725 0.0000 21.588 0.08512 0.03161 29650.6 2928.9 1238.3 S 17.100 0.2714 0.0000 21.589 0.08492 0.03161 29683.2 2939.1 1242.1 S 17.133 0.2701 0.0000 21.590 0.08473 0.03162 29715.7 2949.3 1245.9 S 17.167 0.2687 0.0000 21.591 0.08454 0.03163 29748.0 2959.5 1249.7 S 17.200 0.2674 0.0000 21.592 0.08435 0.03164 29780.2 2969.6 1253.5 S ' 17.233 0.2663 0.0000 21.594 0.08415 0.03164 29812.2 2979.7 1257.3 S 17.267 0.2653 0.0000 21.595 0.08396 0.03165 29844.1 2989.8 1261.1 S 17.300 0.2646 0.0000 21.596 0.08378 0.03166 29875.9 2999.8 1264.9 S 17.333 0.2639 0.0000 21.597 0.08359 0.03166 29907.6 3009.9 1268.7 S 17.367 0.2634 0.0000 21.598 0.08341 0.03167 29939.3 3019.9 1272.5 S , 17.400 0.2629 0.0000 21.599 0.08323 0.03168 29970.8 3029.9 1276.3 S 17.433 0.2626 0.0000 21.600 0.08306 0.03168 30002.4 3039.9 1280.1 S 17.467 0.2622 0:0000 21.601 0.08289 0.03169 30033.9 3049.8 1283.9 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 18 ' ' PONDS Version 3.2.0147 , Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative ' Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ff/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 17.500 0.2618 0.0000 21.602 0.08272 0.03170 30065.3 3059.8 1287.7 S 17.533 0.2609 0.0000 21.603 0.08255 0.03170 30096.7 3069.7 1291.5 S 17.567 0.2590 0.0000 21.604 0.08237 0.03171 30127.9 3079.6 1295.3 S ' 17.600 0.2557 0.0000 21.605 0.08219 0.03171 30158.7 3089.5 1299.1 S 17.633 0.251U 0.0000 21.606 0.08200 0.03172 30189.1 3099.3 1302.9 S 17.667 0.2462 0.0000 21.607 0.08181 0.03173 30219.0 3109.1 1306.7 S 17.700 0.2417 0.0000 21.608 0.08161 0.03173 30248.2 3118.9 1310.5 S 17.733 0.2377 0.0000 21.609 0.08140 0.03174 30277.0 3128.7 1314.3 S � 17.767 0.2344 0.0000 21.610 0.08119 0.03174 30305.3 3138.5 1318.1 S 17.800 0.2316 O.Otl00 21.611 0.08098 0.03175 30333.3 3148.2 1321.9 S 17.833 0.2293 0.0000 21.612 0.08077 0.03175 3D361.0 3157.9 1325.7 S 17.867 0.2273 0.0000 21.613 0.08056 0.03176 30388.4 3167.6 1329.5 S 17.900 0.2256 0.0000 21.614 0.08036 0.03176 30415.5 3177.3 1333.4 S 17.933 0.2241 0.0000 21.615 0.08016 0.03177 30442.5 3186.9 1337.2 S , 17.967 0.2227 0.0000 21.615 0.07997 0.03177 30469.3 3196.5 1341.0 S 18.000 0.2215 0.0000 21.616 0.07977 0.03178 30496.0 3206.1 1344.8 S 18.033 0.2208 0.0000 21.617 0.07958 0.03178 30522.5 3215.6 1348.6 S 18.067 0.2206 0.0000 21.618 0.07940 0.03179 30549.0 3225.2 1352.4 S 18.100 0.2213 0.0000 21.619 0.07922 0.03179 30575.5 3234.7 1356.2 S ' 18.133 0.2228 0.0000 21.619 0.07906 0.03180 30602.1 3244.2 1360.1 S 18.167 0.2245 0.0000 21.620 0.07890 0.03180 30629.0 3253.7 1363.9 S 18.200 0.2263 0.0000 21.621 0.07875 0.03181 30656.0 3263.1 1367.7 S 18.233 0.2277 0.0000 21.622 0.07861 0.03181 30683.3 3272.6 1371.5 S 18.267 0.2290 0.0000 21.623 0.07847 0.03182 30710.7 3282.0 1375.3 S ' 18.300 0.2300 0.0000 21.624 0.07833 0.03183 30738.2 3291.4 1379.1 S 18.333 0.2309 0.0000 21.625 0.07820 0.03183 30765.9 3300.8 1383.0 S 18.367 0.2316 0.0000 21.625 0.07807 0.03184 30793.6 3310.2 1386.8 S 18.400 0.2322 0.0000 21.626 0.07794 0.03184 30821.4 3319.5 1390.6 S 18.433 0.2328 0.0000 21.627 0.07782 0.03185 30849.3 3328.9 1394.4 S 18.467 0.2333 0.0000 21.628 0.07769 0.03185 30877.3 3338.2 1398.2 S ' 18.500 0.2338 0.0000 21.629 0.07757 0.03186 30905.3 3347.5 1402.1 S 18.533 0.2338 0.0000 21.630 0.07745 0.03186 30933.4 3356.8 1405.9 S 18.567 0.2327 0.0000 21.631 0.07732 0.03187 30961.4 3366.1 1409.7 S 18.600 0.2303 0.0000 21.632 0.07719 0.03187 30989.2 3375.4 1413.5 S 18.633 0.2264 0.0000 21.633 0.07704 0.03188 31016.6 3384.6 1417.4 S ' 18.667 0.2220 0.0000 21.633 0.07689 0.03188 31043.5 3393.9 1421.2 S 18.700 0.2177 0.0000 21.634 0.07673 0.03189 31069.8 3403.1 1425.0 S 18.733 0.2140 0.0000 21.635 0.07656 0.03189 31095.7 3412.3 1428.8 S 18.767 0.2108 0.0000 21.636 0.07639 0.03190 31121.2 3421.5 1432.7 S 18.800 0.2082 0.0000 21.637 0.07622 0.03190 31146.4 3430.6 1436.5 S ' 18.833 0.2060 0.0000 21.637 0.07605 0.03191 31171.2 3439.7 1440.3 S 18.867 0.2042 0.0000 21.638 0.07588 0.03191 31195.8 3448.9 1444.2 S 18.900 0.2026 0.0000 21.639 0.07571 0.03192 31220.2 3458.0 1448.0 S 18.933 0.2012 0.0000 21.639 0.07555 0.03192 31244.5 3467.0 1451.8 S 18.967 0.20D0 0.0000 21.640 0.07539 0.03192 31268.5 3476.1 1455.6 S 19.000 0.1988 0.0000 21.641 0.07523 0.03193 31292.5 3485.1 1459.5 S ' 19.033 0.1981 0.0000 21.641 0.07507 0.03193 31316.3 3494.1 1463.3 S 19.067 0.1979 O.00OD 21.642 0.07492 0.03194 31340.0 3503.1 1467.1 S 19.100 0.1984 0.0000 21.643 0.07477 0.03194 31363.8 3512.1 1471.0 S 19.133 0.1998 0.0000 21.643 0.07463 0.03194 31387.7 3521.1 1474.8 S 19.167 0.2015 0.0000 21.644 0.07450 0.03195 31411.8 3530.0 1478.6 S ' 19.200 0.2033 0.0000 21.645 0.07438 0.03195 31436.1 3539.0 1482.5 S 19.233 0.2048 0.0000 21.645 0.07426 0.03196 31460.6 3547.9 1486.3 S 19.267 0.2061 0.0000 21.646 0.07415 0.03196 31485.2 3556.8 1490.1 S 19.300 0.2072 0.0000 21.647 0.07404 0.03197 31510.0 3565.7 1494.0 S 19.333 0.2081 0.0000 21.648 0.07393 0.03197 31534.9 3574.6 1497.8 S ' 19.367 0.2089 0.0000 21.648 0.07383 0.03197 31560.0 3583.4 1501.6 S 19.400 0.2096 0.0000 21.649 0.07372 0.03198 31585.1 3592.3 1505.5 S 19.433 0.2101 0.0000 21.650 0.07362 0.03198 31610.3 3601.1 1509.3 S 19.467 0.2106 0.0000 21.651 0.07352 0.03199 31635.5 3610.0 1513.2 S 19.500 0.2111 0.0000 21.651 0.07342 0.03199 31660.8 3618.8 1517.0 S 19.533 0.2115 0.0000 21.652 0.07332 0.03200 31686.2 3627.6 1520.8 S , 19.567 0.2115 0.0000 21.653 0.07322 0.03200 31711.5 3636.4 1524.7 S 19.600 0.2111 0.0000 21.654 0.07312 0.03201 31736.9 3645.1 1528.5 S 19.633 0.2103 0.0000 21.654 0.07302 0.03201 31762.2 3653.9 1532.4 S 19.667 0.2092 0.0000 21.655 0.07291 0.03202 31787.4 3662.7 1536.2 S 19.700 0.2081 0.0000 21.656 0.07280 0.03202 31812.4 3671.4 1540.0 S ' 19.733 0.2071 0.0000 21.657 0.07269 0.03202 31837.3 3680.1 1543.9 S 19.767 0.2063 0.0000 21.657 0.07259 0.03203 31862.1 3688.9 1547.7 S 19.800 0.2057 0.0000 21.658 0.07248 0.03203 31886.9 3697.6 1551.6 S 19.833 0.2052 0.0000 21.659 0.07237 0.03204 31911.5 3706.3 1555.4 S 19.867 0.2047 0.0000 21.660 0.07226 0.03204 31936.1 3714.9 1559.3 S ' 19.900 0.2043 0.0000 21.660 0.07215 0.03205 31960.6 3723.6 1563.1 S 19.933 0.2040 0.0000 21.661 0.07204 0.03205 31985.1 3732.2 1567.0 S 19.967 0.2037 0.0000 21.662 0.07194 0.03206 32009.6 3740.9 1570.8 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 19 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (fVday) (ft datum) (k'/s) (ft'/s) Volume(ft') Volume(ft') Volume(k') Type 20.000 0.2034 0.0000 21.663 0.07183 0.03206 32034.0 3749.5 1574.6 S 20.033 0.2026 0.0000 21.663 0.07173 0.03206 32058.4 3758.1 1578.5 S ' 20.067 02011 0.0000 21.664 0.07162 0.03207 32082.6 3766.7 1582.3 S 20.100 0.1986 0.0000 21.665 0.07150 0.03207 32106.6 3775.3 1586.2 S 20.133 0.1952 0.0000 21.665 0.07138 0.03208 32130.2 3783.9 1590.0 S 20.167 0.1917 0.0000 21.666 0.07125 0.03208 32153.4 3792.4 1593.9 S 20.200 0.1885 0.0000 21.667 0.07112 0.03208 32176.2 3801.0 1597.7 S ' 20233 0.1857 0.0000 21.667 0.07098 0.03209 32198.7 3809.5 1601.6 S 20.267 0.1833 0.0000 21.668 0.07085 0.03209 32220.8 3818.0 1605.4 S 20.300 0.1813 0.0000 21.668 0.07071 0.03210 32242.7 3826.5 1609.3 S 20.333 0.1797 0.0000 21.669 0.07057 0.03210 32264.4 3835.0 1613.1 S 20.367 0.1782 0.0000 21.669 0.07043 0.03210 32285.8 3843.5 1617.0 S ' 20.400 0.1770 0.0000 21.670 0.07030 0.03211 32307.2 3851.9 1620.9 S 20.433 0.1759 0.0000 21.671 0.07017 0.03211 32328.3 3860.3 1624.7 S 20.467 0.1749 0.0000 21.671 0.07004 0.03211 32349.4 3868.7 1628.6 S 20.500 0.1740 0.0000 21.672 0.06991 0.03211 32370.3 3877.1 1632.4 S 20.533 0.1733 0.0000 21.672 0.06978 0.03212 32391.1 3885.5 1636.3 S 20.567 0.1726 0.0000 21.673 0.06966 0.03212 32411.9 3893.9 1640.1 S , 20.600 0.1720 0.0000 21.673 0.06953 0.03212 32432.6 39022 1644.0 S 20.633 0.1715 0.0000 21.674 0.06941 0.03213 32453.2 3910.6 1647.8 S 20.667 0.1710 0.0000 21.674 0.06929 0.03213 32473.7 3918.9 1651.7 S 20.700 0.1706 0.0000 21.675 0.06918 0.03213 32494.2 3927.2 1655.5 S 20.733 0.1703 0.0000 21.675 0.06906 0.03214 32514.7 3935.5 1659.4 S � 20.767 0.1700 0.0000 21.676 0.06894 0.03214 32535.1 3943.8 1663.3 S 20.800 0.1697 0.0000 21.676 0.06883 0.03214 32555.5 3952.0 1667.1 S 20.833 0.1695 0.0000 21.677 0.06872 0.03214 32575.9 3960.3 1671.0 S 20.867 0.1693 0.0000 21.677 0.06861 0.03215 32596.2 3968.5 1674.8 S 20.900 0.1691 0.0000 21.678 0.06850 0.03215 32616.5 3976.8 1678.7 S , 20.933 0.1690 0.0000 21.678 0.06840 0.03215 32636.8 3985.0 1682.5 S 20.967 0.1689 0.0000 21.679 0.06829 0.03216 32657.0 3993.2 1686.4 S 21.000 0.1688 0.0000 21.679 0.06819 0.03216 32677.3 4001.4 1690.3 S 21.033 0.1687 0.0000 21.680 0.06808 0.03216 32697.6 4009.5 1694.1 S 21.067 0.1686 0.0000 21.680 0.06798 0.03217 32717.8 4017.7 1698.0 S 21.100 0.1686 0.0000 21.681 0.06788 0.03217 32738.0 4025.9 1701.8 S ' 21.133 0.1686 0.0000 21.681 0.06779 0.03217 32758.3 4034.0 1705.7 S 21.167 0.1685 0.0000 21.682 0.06769 0.03217 32778.5 4042.1 1709.6 S 21.200 0.1685 0.0000 21.682 0.06759 0.03218 32798.7 4050.2 1713.4 S 21.233 0.1685 0.0000 21.683 0.06750 0.03218 32818.9 4058.3 1717.3 S 21.267 0.1686 0.0000 21.683 0.06740 0.03218 32839.2 4066.4 1721.1 S � 21.300 0.1686 0.0000 21.684 0.06731 0.03219 32859.4 4074.5 1725.0 S 21.333 0.1686 0.0000 21.684 0.06722 0.03219 32879.6 4082.6 1728.9 S 21.367 0.1686 0.0000 21.685 0.06713 0.03219 32899.9 4090.7 1732.7 S 21.400 0.1686 0.0000 21.665 0.06704 0.03220 32920.1 4098.7 1736.6 S 21.433 0.1687 0.0000 21.686 0.06695 0.03220 32940.3 4106.7 1740.5 S � 21.467 0.1687 0.0000 21.686 0.06686 0.03220 32960.6 4114.8 1744.3 S 21.500 0.1687 0.0000 21.687 0.06677 0.03220 32980.8 4122.8 1748.2 S 21.533 0.1687 0.0000 21.687 0.06669 0.03221 33001.1 4130.8 1752.0 S 21.567 0.1688 0.0000 21.688 0.06660 0.03221 33021.3 4138.8 1755.9 S 21.600 0.1688 0.0000 21.688 0.06652 0.03221 33041.6 4146.8 1759.8 S 21.633 0.1688 0.0000 21.689 0.06643 0.03222 33061.8 4154.8 1763.6 S � 21.667 0.1686 0.0000 21.689 0.06635 0.03222 33082.1 4162.7 1767.5 S 21.700 0.1689 0.0000 21.690 0.06627 0.03222 33102.3 4170.7 1771.4 S 21.733 0.1689 0.0000 21.690 0.06619 0.03223 33122.6 4178.6 1775.2 S 21.767 0.1689 0.0000 21.691 0.06611 0.03223 33142.9 4186.6 1779.1 S 21.800 0.1689 0.0000 21.691 0.06602 0.03223 33163.1 4194.5 1783.0 S ' 21.833 0.1689 0.0000 21.692 0.06595 0.03223 33183.4 4202.4 1786.8 S 21.867 0.169D 0.0000 21.692 0.06587 0.03224 33203.7 4210.3 1790.7 S 21.900 0.1690 0.0000 21.693 0.06579 0.03224 33224.0 4218.2 1794.6 S 21.933 0.7690 O.00OD 21.693 0.06571 0.03224 33244.2 4226.1 1798.5 S 21.967 0.1690 0.0000 21.694 0.06563 0.03225 33264.5 4234.0 1802.3 S t 22.000 0.1691 0.0000 21.694 0.06556 0.03225 33284.8 4241.9 1806.2 S 22.033 0.1691 0.0000 21.695 0.06548 0.03225 33305.1 4249.7 1810.1 S 22.067 0.1691 0.0000 21.695 0.06541 0.03226 33325.4 4257.6 1813.9 S 22.100 0.1691 0.0000 21.696 0.06533 0.03226 33345.7 4265.4 1817.8 S 22.133 0.1692 0.0000 21.696 0.06526 0.03226 33366.0 4273.3 1821.7 S 22.167 0.1692 0.0000 21.697 0.06518 0.03226 33386.3 4281.1 1825.5 S , 22.200 0.1692 0.0000 21.697 0.06511 0.03227 33406.6 4288.9 1829.4 S 22.233 0.1692 0.0000 21.698 0.06504 0.03227 33426.9 4296.7 1833.3 S 22.267 0.1693 0.0000 21.698 0.06497 0.03227 33447.2 4304.5 1837.2 S 22.300 0.1693 0.0000 21.699 0.06490 0.03228 33467.5 4312.3 1841.0 S 22.333 0.1693 0.0000 21.699 0.06483 0.03228 33487.8 4320.1 1844.9 S ' 22.367 0.1693 0.0000 21.700 0.06476 0.03228 33508.1 4327.9 1848.8 S 22.400 0.1693 0.0000 21.700 0.06469 0.03229 33528.5 4335.6 1852.7 S 22.433 0.1694 0.0000 21.701 0.06462 0.03229 33548.8 4343.4 1856.5 S 22.467 0.1694 0.0000 21.701 0.06455 0.03229 33569.1 4351.1 1860.4 S Clearwater Health-Dental Clinic 03-18-2013 10:21:19 Page 20 � ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.1694 0.0000 21.702 0.06448 0.03230 33589.4 4358.9 1864.3 S ' 22.533 0.1693 0.0000 21.702 0.06441 0.03230 33609.8 4366.6 1868.2 S 22.567 0.1689 0.0000 21.703 0.06434 0.03230 33630.1 4374.3 1872.0 S 22.600 0.1681 0.0000 21.703 0.06427 0.03230 33650.3 4382.1 1875.9 S 22.633 0.1667 0.0000 21.704 0.06420 0.03231 33670.4 4389.8 1879.8 S 22.667 0.1650 0.0000 21.704 0.06412 0.03231 33690.3 4397.5 1883.7 S 22.700 0.1634 0.0000 21.705 0.06404 0.03231 33710.0 4405.2 1887.5 S ' 22.733 0.1620 0.0000 21.705 0.06395 0.03232 33729.5 4412.8 1891.4 S 22.767 0.1607 0.0000 21.706 0.06387 0.03232 33748.9 4420.5 1895.3 S 22.800 0.1597 0.0000 21.706 0.06378 0.03232 33768.1 4428.2 1899.2 S 22.833 0.1588 0.0000 21.707 0.06370 0.03232 33787.2 4435.8 1903.1 S 22.867 0.1581 0.0000 21.707 0.06362 0.03233 33806.2 4443.5 1906.9 S ' 22.900 0.1574 0.0000 21.708 0.06353 0.03233 33825.1 4451.1 1910.8 S 22.933 0.1569 0.0000 21.708 0.06345 0.03233 33844.0 4458.7 1914.7 S 22.967 0.1564 0.0000 21.708 0.06337 0.03234 33862.8 4466.3 1918.6 S 23.000 0.1559 0.0000 21.709 0.06329 0.03234 33881.5 4473.9 1922.5 S 23.033 0.1554 0.0000 21.709 0.06320 0.03234 33900.2 4481.5 1926.3 S ' 23.067 0.1548 0.0000 21.710 0.06312 0.03234 33918.8 4489.1 1930.2 S 23.100 0.1540 0.0000 21.710 0.06304 0.03235 33937.3 4496.6 1934.1 S 23.133 0.1531 0.0000 21.711 0.06296 0.03235 33955.8 4504.2 1938.0 S 23.167 0.1521 0.0000 21.711 0.06288 0.03235 33974.1 4511.8 1941.9 S 23.200 0.1512 0.0000 21.711 0.06279 0.03235 33992.3 4519.3 1945.7 S 23.233 0.1505 0.0000 21.712 0.06271 0.03236 34010.4 4526.8 1949.6 S � 23267 0.1498 0.0000 21.712 0.06262 0.03236 34028.4 4534.3 1953.5 S 23.300 0.1493 0.0000 21.713 0.06254 0.03236 34046.3 4541.9 1957.4 S 23.333 0.1488 0.0000 21.713 0.06246 0.03236 34064.2 4549.4 1961.3 S 23.367 0.1484 0.0000 21.713 0.06238 0.03236 34082.1 4556.8 1965.2 S 23.400 0.1481 0.0000 21.714 0.06230 0.03237 34099.8 4564.3 1969.0 S , 23.433 0.1478 0.0000 21.714 0.06222 0.03237 34117.6 4571.8 1972.9 S 23.467 0.1475 0.0000 21.714 0.06214 0.03237 34135.3 4579.3 1976.8 S 23.500 0.1472 0.0000 21.715 0.06206 0.03237 34153.0 4586.7 1980.7 S 23.533 0.1467 0.0000 21.715 0.06198 0.03238 34170.6 4594.2 1984.6 S 23.567 0.1456 0.0000 21.716 0.06190 0.03238 34188.2 4601.6 1988.5 S 23.600 0.1439 0.0000 21.716 0.06182 0.03238 34205.5 4609.0 1992.4 S ' 23.633 0.1414 0.0000 21.716 0.06173 0.03238 34222.7 4616.4 1996.2 S 23.667 0.1389 0.0000 21.717 0.06164 0.03238 34239.5 4623.8 2000.1 S 23.700 0.1365 0.0000 21.717 0.06154 0.03239 34256.0 4631.2 2004.0 S 23.733 0.1345 0.0000 21.717 0.06144 0.03239 34272.3 4638.6 2007.9 S 23.767 0.1328 0.0000 21.717 0.06134 0.03239 34288.3 4646.0 2011.8 S ' 23.800 0.1313 0.0000 21.718 0.06124 0.03239 34304.2 4653.3 2015.7 S 23.833 0.1301 0.0000 21.71 B 0.06114 0.03239 34319.8 4660.7 2019.6 S 23.867 0.1291 0.0000 21.718 0.06104 0.03239 34335.4 4668.0 2023.4 S 23.900 0.1281 0.0000 21.719 0.06094 0.03240 34350.8 4675.3 2027.3 S 23.933 0.1274 0.0000 21.719 0.06084 0.03240 34366.1 4682.6 2031.2 S , 23.967 0.1267 0.0000 21.719 0.06075 0.03240 34381.4 4689.9 2035.1 S 24.000 0.1260 0.0000 21.719 0.06065 0.03240 34396.6 4697.2 2039.0 S 24.033 0.1240 0.0000 21.719 0.06055 0.03240 344'11.6 4704.5 2042.9 S 24.067 0.1196 0.0000 21.720 0.06044 0.03240 34426.2 4711.7 2046.8 S 24.100 0.1117 0.0000 21.720 0.06030 0.03240 34440.1 4719.0 2050.7 S 24.133 0_0998 0.0000 21.720 0.06014 0.03240 34452.7 4726.2 2054.5 S ' 24.167 0.0873 0.0000 21.720 0.05995 0.03240 34464.0 4733.4 2058.4 S 24200 0.0754 0.0000 21.720 0.05974 0.03240 34473.7 4740.6 2062.3 S 24.233 0.0650 0.0000 21.720 0.05951 0.03240 34482.1 4747.7 2066.2 S 24.267 0.0563 0.0000 21.719 0.05928 0.03240 34489.4 4754.9 2070.1 S 24.300 0.0489 0.0000 21.719 0.05904 0.03240 34495.7 4762.0 2074.0 S ' 24.333 0.0428 0.0000 21.719 0.05880 0.03240 34501.2 4769.0 2077.9 S 24.367 0.0375 0.0000 21.719 0.05856 0.03240 34506.1 4776.1 2081.8 S 24.400 0.0329 0.0000 21.718 0.05833 0.03239 34510.3 4783.1 2085.6 S 24.433 0.0289 0.0000 21.718 0.05810 0.03239 34514.0 4790.1 2089.5 S 24.467 0.0254 0.0000 21.717 0.05788 0.03239 34517.2 4797.0 2093.4 S ' 24.500 0.0220 0.0000 21.717 0.05766 0.03239 34520.1 4804.0 2097.3 S 24.533 0.0193 0.0000 21.716 0.05744 0.03238 34522.6 4810.9 2101.2 S 24.567 0.0168 0.0000 21.716 0.05723 0.03238 34524.7 4817.8 2105.1 S 24.600 0.0146 0.0000 21.715 0.05702 0.03238 34526.6 4824.6 2109.0 S 24.633 0.0126 0.0000 21.715 0.05682 0.03237 34528.2 4831.4 2112.9 S 24.667 0.0109 0.0000 21.714 0.05662 0.03237 34529.6 4838.2 2116.7 S , 24.700 0.0093 0.0000 21.714 0.05642 0.03237 34530.9 4845.0 2120.6 S 24.733 0.0080 0.0000 21.713 0.05623 0.03236 34531.9 4851.8 2124.5 S 24.767 0.0067 0.0000 21.712 0.05605 0.03236 34532.8 4858.5 2128.4 S 24.800 0.0057 0.0000 21.712 0.05586 0.03236 34533.5 4865.2 2132.3 S 24.833 0.0047 0.0000 21.711 0.05568 0.03235 34534.1 4871.9 2136.2 S ' 24.867 0.0039 0.0000 21.711 0.05550 0.03235 34534.7 4878.6 2140.0 S 24.900 0.0032 0.0000 21.710 0.05533 0.03235 34535.1 4885.3 2143.9 S 24.933 0.0026 0.0000 21.709 0.05516 0.03234 34535.5 4891.9 2147.8 S 24.967 0.0021 0.0000 21.709 0.05500 0.03234 34535.7 4898.5 2151.7 S ' Clearwater Health-Dental Clinic 03-18-2013 10:21:20 Page 21 , ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) 1 Elapsed InFlow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 25.000 0.0016 0.0000 21.708 0.05483 0.03233 34536.0 4905.1 2155.6 S 25.033 0.0012 0.0000 21.708 0.05467 0.03233 34536.1 4911.7 2159.4 S ' 25.067 0.0009 0.0000 21.707 0.05452 0.03233 345362 4918.2 2163.3 S 25.100 0.0006 0.0000 21.706 0.05436 0.03232 34536.3 4924.7 2167.2 S 25.133 0.0004 0.0000 21.706 0.05421 0.03232 34536.4 4931.2 2171.1 S 25.167 0.0003 0.0000 21.705 0.05406 0.03232 34536.4 4937.7 2175.0 S 25.200 0.0002 0.0000 21.705 0.05391 0.03231 34536.5 49442 2178.8 S ' 25.233 0.0001 0.0000 21.704 0.05377 0.03231 34536.5 4950.7 2182.7 S 25.267 0.0000 0.0000 21.703 0.05363 0.03230 34536.5 4957.1 2186.6 S 25.300 0.0000 0.0000 21.703 0.05348 0.03230 34536.5 4963.6 2190.5 S 25.333 0.0000 0.0000 21.702 0.05335 0.03230 34536.5 4970.0 2194.3 S 25.367 0.0000 0.0000 21.702 0.05319 0.03229 34536.5 4976.4 2198.2 S � 27.767 0.0000 0.0000 21.661 0.04429 0.03205 34536.5 5379.9 2476.2 S 30.167 0.0000 0.0000 21.622 0.03993 0.03182 34536.5 5741.6 2752.1 S 32.567 0.0000 0.0000 21.585 0.03639 0.03159 34536.5 6069.9 3026.0 S 34.967 0.0000 0.0000 21.550 0.03341 0.03137 34536.5 6370.4 3298.0 S 37.367 0.0000 0.0000 21.515 0.03086 0.03116 34536.5 6647.3 3568.2 S 39.767 0.0000 0.0000 21.482 0.02864 0.03096 34536.5 6903.7 3836.5 S ' 42.167 0.0000 0.0000 21.450 0.02667 0.03075 34536.5 7142.1 4103.1 S 44.567 0.0000 0.0000 21.418 0.02491 0.03055 34536.5 7364.5 4367.9 S 46.967 0.0000 0.0000 21.388 0.02332 0.03036 34536.5 7572.5 4631.1 S 49.367 0.0000 0.0000 21.357 0.02188 0.03017 34536.5 7767.5 4892.6 S 51.767 0.0000 0.0000 21.328 0.02056 0.02998 34536.5 7950.5 5152.4 S , 54.167 0.0000 0.0000 21.299 0.01934 0.02979 34536.5 8122.7 5410.6 S 56.567 0.0000 0.0000 21.270 0.01822 0.02961 34536.5 8284.7 56672 S 58.967 0.0000 0.0000 21.242 0.01717 0.02942 34536.5 8437.4 5922.2 S 61.367 0.0000 0.0000 21.215 0.01598 0.02924 34536.5 8581.4 6175.6 S 73.367 0.0000 0.0000 21.087 0.01101 0.02839 34536.5 9122.8 7420.3 S 85.367 0.0000 0.0000 20.967 0.00826 0.02755 34536.5 9532.7 8628.7 S , 97.367 0.0000 0.0000 20.852 --- -- 34536.5 9836.7 9801.4 N.A. ' � , , ' , ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:20 Page 22 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 4 :: 25 year-24 hour Storm Wet Pond(1.6 acre Basin) � Time Stage Rate Volume (hours) (ft datum) (ft'/s) (ft') Stage , Minimum 0.733 19.45 Maximum 24.167 21.72 Inflow Rate-Maximum-Positive 12.067 4.9130 � Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 25.267 34536.5 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 34536.5 ' Infiltration Rate-Maximum-Positive 12.367 0.1816 Rate-Maximum-Negative 0.033 -0.0368 ' Cumulative Volume-Maximum Positive 97.367 9836.7 Cumulative Volume-Maximum Negative 0.967 -9.6 Cumulative Volume-End of Simulation 97.367 9836.7 ' Combined Discharge Rate-Maximum-Positive 24.167 0.0324 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 9801.4 ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 9801.4 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 24.167 0.0324 , Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 9801.4 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 9801.4 ' Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None � Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 0.0 , Discharge Structure 3 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled ' Cumulative Volume-Maximum Negative disabled disabled Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: , 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:20 Page 23 ' � ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge InFlow Infiltration Discharge Flow (hours) (ft'/s) (Wday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 0.000 0.0000 0.0000 16.000 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.033 0.0000 0.0000 15.995 0.00000 0.00000 0.0 0.0 0.0 S ' 0.067 0.0000 0.0000 15.990 0.00000 0.00000 0.0 0.0 0.0 S 0.100 0.0000 0.0000 15.985 0.00000 0.00000 0.0 0.0 0.0 S 0.133 0.0000 0.0000 15.980 0.00000 0.00000 0.0 0.0 0.0 S 0.167 0.0000 0.0000 15.976 0.00000 0.00000 0.0 0.0 0.0 S 0.200 0.0000 0.0000 15.972 0.00000 0.00000 0.0 0.0 0.0 S , 0.233 0.0000 0.0000 15.968 0.00000 0.00000 0.0 0.0 0.0 S 0267 0.0000 0.0000 15.965 0.00000 0.00000 0.0 0.0 0.0 S 0.300 0.0000 O.00OD 15.961 0.00000 0.00000 0.0 0.0 0.0 S 0.333 0.0000 0.0000 15.958 0.00000 0.00000 0.0 0.0 0.0 S 0.367 0.0000 0.0000 15.955 0.00003 0.00000 0.0 0.0 0.0 S ' 0.400 0.0001 0.0000 15.952 0.00012 0.00000 0.0 0.0 0.0 S 0.433 0.0003 0.0000 15.950 0.00035 0.00000 0.0 0.0 0.0 S 0.467 0.0007 0.0000 15.947 0.00082 0.00000 0.1 0.1 0.0 S 0.500 0.0015 0.0000 15.944 0.00159 0.00000 0.2 0.2 0.0 S 0.533 0.0026 0.0000 15.942 0.00267 0.00000 0.5 0.5 0.0 S 0.567 0.0040 0.0000 15.940 0.00401 0.00000 0.9 0.9 0.0 S ' 0.600 0.0055 0.0000 15.938 0.00558 0.00000 1.4 1.4 0.0 S 0.633 0.0073 0.0000 15.936 0.00731 0.00000 2.2 22 0.0 S 0.667 0.0091 0.0000 15.934 0.00915 0.00000 3.2 3.2 0.0 S 0.700 0.0111 0.0000 15.932 0.01108 0.00000 4.4 4.4 0.0 S 0.733 0.0130 0.0000 15.931 0.01305 0.00000 5.8 5.8 0.0 S ' 0.767 0.0151 0.0000 15.929 0.01505 0.00000 7.5 7.5 0.0 S 0.800 0.0171 0.0000 15.928 0.01707 0.00000 9.5 9.5 0.0 S 0.833 0.0191 0.0000 15.927 0.01909 0.00000 11.6 11.6 0.0 S 0.867 0.0211 0.0000 15.926 0.02110 0.00000 14.0 14.0 0.0 S 0.900 0.0231 0.0000 15.925 0.02309 0.00000 16.7 16.7 0.0 S , 0.933 0.0251 0.0000 15.924 0.02505 0.00000 19.6 19.6 0.0 S 0.967 0.0270 0.0000 15.923 0.02698 0.00000 22.7 22.7 0.0 S 1.000 0.0289 0.0000 15.923 0.02889 0.00000 26.1 26.1 0.0 S 1.033 0.0308 0.0000 15.922 0.03084 0.00000 29.6 29.6 0.0 S 1.067 0.0328 0.0000 15.922 0.03290 0.00000 33.5 33.5 0.0 S 1.100 0.0351 0.0000 15.921 0.03513 0.00000 37.5 37.5 0.0 S ' 1.133 0.0375 0.0000 15.921 0.03755 0.00000 41.9 41.9 0.0 S 1.167 0.0401 0.0000 15.921 0.04007 0.00000 46.5 46.5 0.0 S 1.200 0.0426 0.0000 15.921 0.04257 0.00000 51.5 51.5 0.0 S 1.233 0.0450 0.0000 15.921 0.04499 0.00000 56.8 56.8 0.0 S 1.267 0.0473 0.0000 15.921 0.04729 0.00000 62.3 62.3 0.0 S ' 1.300 0.0495 0.0000 15.921 0.04948 0.00000 68.1 68.1 0.0 S 1.333 0.0516 0.0000 15.921 0.05156 0.00000 74.2 74.2 0.0 S 1.367 0.0536 0.0000 15.922 0.05354 0.00000 80.5 80.5 0.0 S 1.400 0.0555 0.0000 15.922 0.05543 0.00000 87.0 87.0 0.0 S 1.433 0.0573 0.0000 15.923 0.05724 0.00000 93.8 93.8 0.0 S I 1 467 0 0590 0 0000 15 923 0 05897 0 00000 100 8 100 8 0 0 S 1.500 0.0607 0.0000 15.924 0.06062 0.00000 107.9 107.9 0.0 S 1.533 0.0622 0.0000 15.925 0.06214 0.00000 115.3 115.3 0.0 S 1.567 0.0635 0.0000 15.926 0.06345 0.00000 122.9 122.9 0.0 S 1.600 0.0646 0.0000 15.926 0.06451 0.00000 130.5 130.5 0.0 S 1.633 0.0653 0.0000 15.927 0.06530 0.00000 138.3 138.3 0.0 S ' 1.667 0.0659 0.0000 15.928 0.06589 0.00000 146.2 146.2 0.0 S 1.700 0.0664 0.0000 15.929 0.06641 0.00000 154.2 154.2 0.0 S 1.733 0.0669 0.0000 15.930 0.06693 0.00000 1622 1622 0.0 S 1.767 0.0675 0.0000 15.931 0.06747 0.00000 170.2 1702 0.0 S 1.800 0.0680 0.0000 15.932 0.06805 0.00000 178.3 178.3 0.0 S , �.833 0.0686 0.0000 15.933 0.06864 0.00000 186.5 186.5 0.0 S 1.867 0.0692 0.0000 15.934 0.06924 0.00000 194.8 194.8 0.0 S 1.900 0.0699 0.0000 15.935 0.06985 0.00000 203.2 2032 0.0 S 1.933 0.0705 0.0000 15.936 0.07046 0.00000 211.6 211.6 0.0 S 1.967 0.0711 0.0000 15.938 0.07106 0.00000 220.1 220.1 0.0 S ' 2.000 0.0717 0.0000 15.939 0.07169 0.00000 228.6 228.6 0.0 S 2.033 0.0724 0.0000 15.940 0.07242 0.00000 237.3 237.3 0.0 S 2.067 0.0733 0.0000 15.941 0.07334 0.00000 246.0 246.0 0.0 S 2.100 0.0744 0.0000 15.942 0.07448 0.00000 254.9 254.9 0.0 S 2.133 0.0758 0.0000 15.944 0.07580 0.00000 263.9 263.9 0.0 S 2.167 0.0772 0.0000 15.945 0.07718 0.00000 273.1 273.1 0.0 S , 2200 0.0785 0.0000 15.947 0.07849 0.00000 282.4 282.4 0.0 S 2.233 0.0797 0.0000 15.948 0.07971 0.00000 291.9 291.9 0.0 S 2.267 0.0808 0.0000 15.950 0.08082 0.00000 301.6 301.6 0.0 S 2.300 0.0819 0.0000 15.951 0.08183 0.00000 311.3 311.3 0.0 S 2.333 0.0828 0.0000 15.953 0.08276 0.00000 321.2 321.2 0.0 S ' 2.367 0.0836 0.0000 15.954 0.08363 0.00000 3312 331.2 0.0 S 2.400 0.0844 0.0000 15.956 0.08443 0.00000 341.3 341.3 0.0 S 2.433 0.0852 0.0000 15.958 0.08520 0.00000 351.4 351.4 0.0 S 2.467 0.0859 0.0000 15.959 0.08592 0.00000 361.7 361.7 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:20 Page 24 ' ' , PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (R'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 2.500 0.0866 0.0000 15.961 0.08661 0.00000 372.1 372.1 0.0 S 2.533 0.0873 0.0000 15.963 0.08727 0.00000 382.5 382.5 0.0 S ' 2.567 0.0879 0.0000 15.965 0.08789 0.00000 393.0 393.0 0.0 S 2.600 0.0885 0.0000 15.966 0.08848 0.00000 403.6 403.6 0.0 S 2.633 0.0891 0.0000 15.968 0.08906 0.00000 414.2 414.2 0.0 S 2.667 0.0896 0.0000 15.970 0.08961 0.00000 425.0 425.0 0.0 S 2.700 0.0901 0.0000 15.972 0.09013 0.00000 435.7 435.7 0.0 S ' 2.733 0.0906 0.0000 15.974 0.09064 0.00000 446.6 446.6 0.0 S 2.767 0.0911 0.0000 15.976 0.09113 0.00000 457.5 457.5 0.0 S 2.800 0.0916 0.0000 15.977 0.09159 0.00000 468.5 468.5 0.0 S 2.833 0.0920 0.0000 15.979 0.09204 0.00000 479.5 479.5 0.0 S 2.867 0.0925 0.0000 15.981 0.09247 0.00000 490.6 490.6 0.0 S ' 2.900 0.0929 0.0000 15.983 0.09289 0.00000 501.7 501.7 0.0 S 2.933 0.0933 0.0000 15.985 0.09329 0.00000 512.8 512.8 0.0 S 2.967 0.0937 0.0000 15.987 0.09367 0.00000 524.1 524.1 0.0 S 3.000 0.0940 0.0000 15.989 0.09408 0.00000 535.3 535.3 0.0 S 3.033 0.0946 0.0000 15.991 0.09463 0.00000 546.6 546.6 0.0 S 3.067 0.0954 0.0000 15.993 0.09546 0.00000 558.0 558.0 0.0 S ' 3.100 0.0965 0.0000 15.995 0.09666 0.00000 569.6 569.6 0.0 S 3.133 0.0982 0.0000 15.997 0.09821 0.00000 581.2 5812 0.0 S 3.167 0.0999 0.0000 16.000 0.07284 0.00000 593.1 593.1 0.0 S 3.200 0.1015 0.0000 16.007 0.04107 0.00000 605.2 598.7 0.0 S 3.233 0.1030 0.0000 16.015 0.03604 0.00000 617.5 603.0 0.0 S ' 3.267 0.1043 0.0000 16.023 0.03705 0.00000 629.9 607.4 0.0 S 3.300 0.1054 0.0000 16.031 0.03799 0.00000 642.5 611.9 0.0 S 3.333 0.1064 0.0000 16.039 0.03885 0.00000 655.2 616.5 0.0 S 3.367 0.1073 0.0000 16.047 0.03965 0.00000 668.0 621.2 0.0 S 3.400 0.1081 0.0000 16.055 0.04038 0.00000 681.0 626.0 0.0 S ' 3.433 0.1088 0.0000 16.063 0.04107 0.00000 694.0 630.9 0.0 S 3.467 0.1095 0.0000 16.071 0.04170 0.00000 707.1 635.9 0.0 S 3.500 0.1101 0.0000 16.079 0.04230 0.00000 720.2 640.9 0.0 S 3.533 0.1106 0.0000 16.086 0.04285 0.00000 733.5 646.0 0.0 S 3.567 0.1107 0.0000 16.094 0.04336 0.00000 746.8 651.2 0.0 S 3.600 0.1103 0.0000 16.102 0.04382 0.00000 760.0 656.4 0.0 S ' 3.633 0.1095 0.0000 16.109 0.04423 0.00000 773.2 661.7 0.0 S 3.667 0.1085 0.0000 16.116 0.04459 0.00000 786.3 667.0 0.0 S 3.700 0.1075 0.0000 16.123 0.04490 0.00000 799.3 672.4 0.0 S 3.733 0.1067 0.0000 16.130 0.04518 0.00000 812.1 677.8 0.0 S 3.767 0.1060 0.0000 16.137 0.04542 0.00000 824.9 683.2 0.0 S ' 3.800 0.1055 0.0000 16.143 0.04564 0.00000 837.6 688.7 0.0 S 3.833 0.1050 0.0000 16.150 0.04584 0.00000 850.2 694.2 0.0 S 3.867 0.1047 0.0000 16.156 0.04603 0.00000 862.8 699.7 0.0 S 3.900 0.1044 0.0000 16.162 0.04621 0.00000 875.3 705.2 0.0 S 3.933 0.1042 0.0000 16.169 0.04637 0.00000 887.8 710.8 0.0 S , 3.967 0.1040 0.0000 16.175 0.04653 0.00000 900.3 716.4 0.0 S 4.000 0.1039 0.0000 16.181 0.04667 0.00000 912.8 722.0 0.0 S 4.033 0.1039 0.0000 16.187 0.04682 0.00000 925.3 727.6 0.0 S 4.067 0.1042 0.0000 16.193 0.04697 0.00000 937.8 733.2 0.0 S 4.100 0.1049 0.0000 16.199 0.04713 0.00000 950.3 738.9 0.0 S 4.133 0.1062 0.0000 16205 0.04731 0.00000 963.0 744.5 0.0 S ' 4.167 0.1076 0.0000 16.211 0.04751 0.00000 975.8 750.2 0.0 S 4.200 0.1090 0.0000 16.217 0.04773 0.00000 988.8 755.9 0.0 S 4.233 0.1102 0.0000 16.223 0.04796 0.00000 1001.9 761.7 0.0 S 4.267 0.1113 0.0000 16.230 0.04821 0.00000 1015.2 767.4 0.0 S 4.300 0.1122 0.0000 16.236 0.04845 0.00000 1028.6 773.2 0.0 S ' 4.333 0.1130 0.0000 16.243 0.04870 0.00000 1042.2 779.1 0.0 S 4.367 0.1137 0.0000 16249 0.04894 0.00000 1055.8 784.9 0.0 S 4.400 0.1144 0.0000 16.255 0.04919 0.00000 1069.5 790.8 0.0 S 4.433 0.1149 0.0000 16.262 0.04943 0.00000 1083.2 796.7 0.0 S 4.467 0.1154 0.0000 16.268 0.04966 0.00000 1097.0 802.7 0.0 S 4.500 0.1159 0.0000 16.275 0.04989 0.00000 1110.9 808.6 0.0 S , 4.533 0.1165 0.0000 16281 0.05012 0.00000 1124.9 814.6 0.0 S 4.567 0.1174 0.0000 16.288 0.05036 0.00000 1138.9 820.7 0.0 S 4.600 0.1189 0.0000 16.294 0.05061 0.00000 1153.1 826.7 0.0 S 4.633 0.1211 0.0000 16.301 0.05089 0.00000 1167.5 832.8 0.0 S 4.667 0.1235 0.0000 16.308 0.05120 0.00000 1182.1 838.9 0.0 S ' 4.700 0.1259 0.0000 16.315 0.05153 0.00000 1 t 97.1 845.1 0.0 5 4.733 0.1281 0.0000 16.322 0.05189 0.00000 1212.4 851.3 0.0 S 4.767 0.1300 0.0000 16.329 0.05226 0.00000 1227.8 857.6 0.0 S 4.800 0.1317 0.0000 16.337 0.05263 0.00000 1243.5 863.9 0.0 S 4.833 0.1331 0.0000 16.344 0.05300 0.00000 1259.4 870.2 0.0 S ' 4.867 0.1343 0.0000 16.351 0.05337 0.00000 1275.5 876.6 0.0 S 4.900 0.1353 0.0000 16.359 0.05373 0.00000 '1291.6 883.0 0.0 S 4.933 0.1363 0.0000 16.367 0.05408 0.00000 '1307.9 889.5 0.0 S 4.967 0.1371 0.0000 16.374 0.05443 0.00000 1324.3 896.0 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:20 Page 25 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 5.000 0.1379 0.0000 16.382 0.05477 0.00000 1340.9 902.5 0.0 S ' S.033 0.1385 0.0000 16.389 0.05509 0.00000 1357.4 909.1 0.0 S 5.067 0.1388 0.0000 16.397 0.05540 0.00000 1374.1 915.8 0.0 S 5.100 0.1389 0.0000 16.404 0.05570 0.00000 1390.7 922.4 0.0 S 5.133 0.1388 0.0000 16.411 0.05597 0.00000 1407.4 929.1 0.0 S 5.167 0.1386 0.0000 16.419 0.05622 0.00000 1424.0 935.9 0.0 S 5.200 0.1384 0.0000 16.426 0.05646 0.00000 1440.7 942.6 0.0 S � 5233 0.1382 0.0000 16.433 0.05668 0.00000 1457.3 949.4 0.0 S 5267 0.�381 0.0000 16.440 0.05689 0.00000 1473.8 956.2 0.0 S 5.300 0.1380 0.0000 16.447 0.05709 0.00000 1490.4 963.1 0.0 S 5.333 0.1380 0.0000 16.454 0.05728 0.00000 1507.0 969.9 0.0 S 5.367 0.1380 0.0000 16.461 0.05746 0.00000 1523.5 976.8 0.0 S ' S.400 0.1380 0.0000 16.468 0.05764 0.00000 1540.1 983.7 0.0 S 5.433 0.1380 0.0000 16.475 0.05781 0.00000 1556.6 990.6 0.0 S 5.467 0.1380 0.0000 16.482 0.05797 0.00000 1573.2 997.6 0.0 S 5.500 0.1380 0.0000 16.488 0.05813 0.00000 1589.7 1004.6 0.0 S 5.533 0.1380 0.0000 16.495 0.05829 0.00000 1606.3 1011.5 0.0 S 5.567 0.1380 0.0000 16.502 0.05844 0.00000 1622.9 1018.5 0.0 S ' S.600 0.1381 0.0000 16.509 0.05859 0.00000 1639.4 1025.6 0.0 S 5.633 0.1381 0.0000 16.515 0.05873 0.00000 1656.0 1032.6 0.0 S 5.667 0.1381 0.0000 16.522 0.05887 0.00000 1672.6 1039.7 0.0 S 5.700 0.1382 0.0000 16.528 0.05900 0.00000 1689.2 1046.7 0.0 S 5.733 0.1382 0.0000 16.535 0.05914 0.00000 1705.7 1053.8 0.0 S � 5.767 0.1382 0.0000 16.541 0.05927 0.00000 1722.3 1060.9 D.0 S 5.800 0.1382 0.0000 16.548 0.05939 0.00000 1738.9 1066.0 0.0 S 5.833 0.1383 0.0000 16.554 0.05952 0.00000 1755.5 10752 0.0 S 5.867 0.1383 0.0000 16.560 0.05964 0.00000 1772.1 1082.3 0.0 S 5.900 0.1384 0.0000 16.567 0.05976 0.00000 1788.7 1089.5 0.0 S ' S.933 0.1384 0.0000 16.573 0.05987 0.00000 1805.3 1096.7 0.0 S 5.967 0.1384 0.0000 16.579 0.05999 0.00000 1821.9 1103.9 0.0 S 6.000 0.1385 0.0000 16.585 0.06010 0.00000 1838.5 1111.1 0.0 S 6.033 0.1387 0.0000 16.592 0.06022 0.00000 1855.2 1118.3 0.0 S 6.067 0.1393 0.0000 16.598 0.06034 0.00000 1871.8 1125.5 0.0 S 6.100 0.1403 0.0000 16.604 0.06048 0.00000 1888.6 1132.8 0.0 S ' 6.133 0.1418 0.0000 16.610 0.06064 0.00000 1905.5 1140.0 0.0 S 6.167 0.1434 0.0000 16.617 0.06082 0.00000 7922.7 1147.3 0.0 S 6.200 0.1450 0.0000 16.623 0.06102 0.00000 1940.0 1154.6 0.0 S 6.233 0.1463 0.0000 16.630 0.06122 0.00000 1957.4 1162.0 0.0 S 6.267 0.1474 0.0000 16.636 0.06144 0.00000 1975.1 1169.3 0.0 S ' 6.300 0.1484 0.0000 16.643 0.06166 0.00000 1992.8 1176.7 0.0 S 6.333 0.1493 0.0000 16.650 0.06187 0.00000 2010.7 1184.1 0.0 S 6.367 0.1500 0.0000 16.656 0.06209 0.00000 2028.6 1191.6 0.0 S 6.400 0.1506 0.0000 16.663 0.06231 0.00000 2046.7 1199.0 0.0 S 6.433 0.1512 0.0000 16.670 0.06252 0.00000 2064.8 1206.5 0.0 S ' 6.467 0.1517 0.0000 16.676 0.06273 0.00000 2082.9 1214.0 0.0 S 6.500 0.1521 0.0000 16.683 0.06293 0.00000 2101.2 1221.6 0.0 S 6.533 0.1527 0.0000 16.690 0.06314 0.00000 2119.5 1229.1 0.0 S 6.567 0.1535 0.0000 16.697 0.06335 0.00000 2137.8 1236.7 0.0 S 6.600 0.1548 0.0000 16.703 0.06356 0.00000 2156.3 1244.3 0.0 S 6.633 0.1565 0.0000 16.710 0.06380 0.00000 2175.0 1252.0 0.0 S ' 6.667 0.1583 0.0000 16.717 0.06405 0,00000 2193.9 1259.6 0.0 S 6.700 0.1601 0.0000 16.724 0.06431 0.00000 2213.0 1267.3 0.0 S 6.733 0.1616 0.0000 16.731 0.06458 0.00000 2232.3 1275.1 0.0 S 6.767 0.1630 0.0000 16.738 0.06486 0.00000 2251.8 1282.8 0.0 S 6.800 0.1641 0.0000 16.745 0.06514 0.00000 2271.4 1290.6 0.0 S ' 6.833 0.1651 0.0000 16.752 0.06542 0.00000 2291.2 1298.5 0.0 S 6.867 0.1659 0.0000 16.760 0.06569 0.00000 2311.0 1306.3 0.0 S 6.900 0.1666 0.0000 16.767 0.06596 0.00000 2331.0 1314.2 0.0 S 6.933 0.1673 0.0000 16.774 0.06622 0.00000 2351.0 1322.2 0.0 S 6.967 0.1679 0.0000 16.781 0.06647 0.00000 2371,1 1330.1 0.0 S ' 7.000 0.1684 0.0000 16.788 0.06672 0.00000 2391.3 1338.1 0.0 S 7.033 0.1690 0.0000 16.795 0.06697 0.00000 2411.5 1346.2 0.0 S 7.067 0.7698 0.0000 16.803 0.06722 0.00000 2431.9 1354.2 0,0 S 7.100 0.1711 0.0000 16.810 0.06747 0.00000 2452.3 1362.3 0.0 S 7.133 0.1727 0.0000 16.817 0.06774 0.00000 2472.9 1370.4 0.0 S 7.167 0.1746 0.0000 16.824 0.06802 0.00000 2493.8 1378.5 0.0 S ' 7.200 0.1764 0.0000 16.832 0.06832 0.00000 2514.8 1386.7 0.0 S 7.233 0.1780 0.0000 16.839 0.06862 0.00000 2536.1 1394.9 0.0 S 7.267 0.1793 0.0000 16.847 0.06892 0.00000 2557.5 1403.2 0.0 S 7.300 0.1805 0.0000 16.854 0.06922 0.00000 2579.1 1417.5 0.0 S 7.333 0.1815 0.0000 16.862 0.06952 0.00000 2600.8 1419.8 0.0 S ' 7.367 0.1823 0.0000 16.670 0.06982 0.00000 2622.7 1428.2 0.0 S 7.400 0.1831 0.0000 16.877 0.07011 0.00000 2644.6 1436.6 0.0 S 7.433 0.1837 0.0000 16.885 0.07039 0.�0000 2666.6 1445.0 0.0 S 7.467 0.1843 0.0000 16.893 0.07067 0.00000 2688.7 1453.5 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:2120 Page 26 , _ __ ' ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (k'/s) (ft'/s) Volume(ft') Volume(ft) Volume(ft') Type 7.500 0.1848 0.0000 16.900 0.07094 0.00000 2710.8 1462.0 0.0 S 7.533 0.1854 0.0000 16.908 0.07121 0.00000 2733.0 1470.5 0.0 S , 7.567 0.1860 0.0000 16.915 0.07147 0.00000 2755.3 1479.0 0.0 S 7.600 0.1869 0.0000 16.923 0.07173 0.00000 2777.7 1487.6 0.0 S 7.633 0.1880 0.0000 16.930 0.07200 0.00000 2800.2 1496.3 0.0 S 7.667 0.1892 0.0000 16.938 0.07227 0.00000 2822.8 1504.9 0.0 S 7.700 0.1904 0.0000 16.946 0.07254 0.00000 2845.6 1513.6 0.0 S t 7.733 0.1915 0.0000 16.953 0.07282 0.00000 2868.5 1522.3 0.0 S 7.767 0.1924 0.0000 16.961 0.07309 0.00000 2891.5 1531.1 0.0 S 7.800 0.1932 0.0000 16.969 0.07337 0.00000 2914.7 1539.9 0.0 S 7.833 0.1938 0.0000 16.976 0.07364 0.00000 2937.9 1548.7 0.0 S 7.867 0.1944 0.0000 16.984 0.07390 0.00000 2961.2 1557.5 0.0 S 7.900 0.1949 0.0000 16.992 0.07416 0.00000 2984.5 1566.4 0.0 S ' 7.933 0.1954 0.0000 17.000 0.07441 0.00000 3008.0 1575.3 0.0 S 7.967 0.1958 0.0000 17.007 0.07464 0.00000 3031.4 1584.3 0.0 S 8.000 0.1962 0.0000 17.015 0.07485 0.00000 3054.9 1593.3 0.0 S 8.033 0.1969 0.0000 17.022 0.07506 0.00000 3078.5 1602.2 0.0 S 8.067 0.1980 0.0000 17.030 0.07525 0.00000 3102.2 1611.3 0.0 S ' 8.100 0.1998 0.0000 17.037 0.07546 0.00000 3126.1 1620.3 0.0 S 8.133 0.2022 0.0000 17.045 0.07567 0.00000 3150.2 1629.4 0.0 S 8.167 0.2046 0.0000 17.052 0.07590 0.00000 3174.6 1638.5 0.0 S 8200 0.2068 0.0000 17.060 0.07614 0.00000 3199.3 1647.6 0.0 S 8.233 0.2087 0.0000 17.067 0.07637 0.00000 3224.2 1656.7 0.0 S � 8267 0.2103 0.0000 17.075 0.07661 0.00000 3249.4 1665.9 0.0 S 8.300 0.2117 0.0000 17.082 0.07684 0.00000 3274.7 1675.1 0.0 S 8.333 0.2129 0.0000 17.090 0.07706 0.00000 3300.2 1684.4 0.0 S 8.367 0.2139 0.0000 17.097 0.07727 0.00000 3325.8 1693.6 0.0 S 8.400 0.2148 0.0000 17.105 0.07748 0.00000 3351.5 1702.9 0.0 S 8.433 0.2156 0.0000 17.112 0.07767 0.00000 3377.3 1712.2 0.0 S , 8.467 0.2163 0.0000 17.120 0.07786 0.00000 3403.3 1721.5 0.0 S 8.500 02170 0.0000 17.127 0.07804 0.00000 3429.3 1730.9 0.0 S 8.533 0.2180 0.0000 17.134 0.07821 0.00000 3455.3 1740.3 0.0 S 8.567 0.2196 0.0000 17.'141 0.07839 0.00000 3481.6 1749.7 0.0 S 8.600 0.2221 0.0000 17.149 0.07859 0.00000 3508.1 1759.1 0.0 S 1 8 633 0 2255 0 0000 17 156 0.07881 0 00000 3535.0 1768 5 0 0 S 8.667 0.2290 0.0000 17.164 0.07905 0.00000 3562.2 1778.0 0.0 S 8.700 0.2323 0.0000 17.171 0.07931 0.00000 3589.9 1787.5 0.0 S 8.733 0.2352 0.0000 17.179 0.07958 0.00000 3618.0 1797.0 0.0 S 8.767 0.2376 0.0000 17.187 0.07986 0.00000 3646.3 1806.6 0.0 S ' 8.800 0.2397 0.0000 17.194 0.08013 0.00000 3675.0 1816.2 0.0 S 8.833 0.2414 0.0000 17.202 0.08039 0.00000 3703.9 1825.8 0.0 S 8.867 0.2429 0.0000 17.210 0.08065 0.00000 3732.9 1835.5 0.0 S 8.900 0.2442 0.0000 17.217 0.08090 O.00D00 3762.1 1845.2 0.0 S 8.933 0.2454 0.0000 17.225 0.08114 0.00000 3791.5 1854.9 0.0 S 8.967 0.2464 0.0000 17233 0.08137 0.00000 3821.0 1864.7 0.0 S ' 9.000 0.2473 0.0000 17.240 0.08159 0.00000 3850.6 1874.4 0.0 S 9.033 0.2483 0.0000 17248 0.08181 0.00000 3880.4 1884.3 0.0 S 9.067 0.2496 0.0000 17.255 0.06202 0.00000 3910.3 1894.1 0.0 S 9.100 0.2512 0.0000 17263 0.08223 0.00000 3940.3 1903.9 0.0 S 9.133 0.2532 0.0000 17.270 0.08244 0.00000 3970.6 1913.8 0.0 S , 9.167 0.2553 0.0000 17.278 0.08266 0.00000 4001.1 1923.7 0.0 S 9.200 02573 0.0000 17.285 0.08289 0.00000 4031.8 1933.7 0.0 S 9.233 0.2590 0.0000 17.293 0.08311 0.00000 4062.8 1943.6 0.0 S 9.267 0.2605 0.0000 17.301 0.08333 0.00000 4094.0 1953.6 0.0 S 9.300 0.2617 0.0000 17.308 0.08355 0.00000 4125.3 1963.6 0.0 S ' 9.333 0.2628 0.0000 17.316 0.08376 0.00000 4156.8 1973.7 0.0 S 9.367 0.2637 0.0000 17.323 0.08396 0.00000 4188.4 1983.7 0.0 S 9.400 0.2645 0.0000 17.331 0.08415 0.00000 4220.1 1993.8 0.0 S 9.433 0.2652 0.0000 17.338 0.08434 0.00000 4251.9 2003.9 0.0 S 9.467 0.2658 0.0000 17.346 0.08452 0.00000 4283.7 2014.0 0.0 S 9.500 0.2664 0.0000 17.353 0.08469 0.00000 4315.7 2024.2 0.0 S , 9.533 0.2674 0.0000 17.360 0.08486 0.00000 4347.7 2034.4 0.0 S 9.567 0.2692 0.0000 17.368 0.08504 0.00000 4379.9 2044.6 0.0 S 9.600 0.2724 0.0000 17.375 0.08524 0.00000 4412.4 2054.8 0.0 S 9.633 0.2771 0.0000 17.382 0.08547 0.00000 4445.3 2065.0 0.0 S 9.667 0.2821 0.0000 17.390 0.08574 0.00000 4478.9 2075.3 0.0 S ' 9.700 0.2869 0.0000 17.398 0.08602 0.00000 4513.0 2085.6 0.0 S 9.733 0.2912 0.0000 17.406 0.08633 0.00000 4547.7 2095.9 0.0 S 9.767 0.2948 0.0000 17.413 0.08665 0.00000 4582.9 2106.3 0.0 S 9.800 0.2978 0.0000 17.421 0.08696 0.00000 4618.4 2716.7 0.0 S 9.833 0.3004 0.0000 17.429 0.08728 0.00000 4654.3 2127.2 0.0 S � 9.867 0.3026 0.0000 17.437 0.08759 0.00000 4690.5 2137.7 0.0 S 9.900 0.3045 0.0000 17.445 0.08789 0.00000 4726.9 2148.2 0.0 S 9.933 0.3062 0.0000 17.453 0.08818 0.00000 4763.6 2158.8 0.0 S 9.967 0.3076 0.0000 17.461 0.08846 0.00000 4800.4 2169.4 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 27 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre BasinJ , Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 10.000 0.3090 0.0000 17.469 0.08873 0.00000 4837.4 2180.0 0.0 S 10.033 0.3109 0.0000 17.477 0.08900 0.00000 4874.6 2190.7 0.0 S � 10.067 0.3141 0.0000 17.485 0.08929 0.00000 4912.1 2201.4 0.0 S 10.100 0.3194 0.0000 17.493 0.08960 0.00000 4950.1 2212.1 0.0 S 10.133 0.3271 0.0000 17.502 0.08996 0.00000 4988.9 2222.9 0.0 S 10.167 0.3357 0.0000 17.510 0.09037 0.00000 5028.7 2233.7 0.0 S 10.200 0.3441 0.0000 17.519 0.09082 0.00000 5069.5 2244.6 0.0 S ' 10.233 0.3515 0.0000 17.527 0.09130 0.00000 51112 2255.5 0.0 S 10267 0.3578 0.0000 17.536 0.09179 0.00000 5153.8 2266.5 0.0 S 10.300 0.363� 0.0000 17.546 0.09229 0.00000 5197.0 2277.5 0.0 S 10.333 0.3677 0.0000 17.555 0.09278 0.00000 5240.9 2288.6 0.0 S 10.367 0.3715 0.0000 17.564 0.09326 0.00000 5285.2 2299.8 0.0 S ' 10.400 0.3749 0.0000 17.573 0.09374 0.00000 5330.0 2311.0 0.0 S 10.433 0.3778 0.0000 17.582 0.09420 0.00000 5375.2 2322.3 0.0 S 10.467 0.3804 0.0000 17.592 0.09464 0.00000 5420.6 2333.6 0.0 S 10.500 0.3827 0.0000 17.601 0.09507 0.00000 5466.4 2345.0 0.0 S 10.533 0.3858 0.0000 17.610 0.09550 0.00000 5512.5 2356.4 0.0 S 10.567 0.3910 0.0000 17.620 0.09594 0.00000 5559.1 2367.9 0.0 S , 10.600 0.3996 0.0000 17.629 0.09643 0.00000 5606.6 2379.5 0.0 S 10.633 0.4124 0.0000 17.639 0.09699 0.00000 5655.3 2391.1 0.0 S 10.667 0.4271 0.0000 17.649 0.09762 D.00000 5705.7 2402.7 0.0 S 10.700 0.4415 0.0000 17.659 0.09832 0.00000 5757.8 2414.5 0.0 S 10.733 0.4545 0.0000 17.670 0.09906 0.00000 5811.5 2426.3 0.0 S ' 10.767 0.4656 0.0000 17.681 0.09983 0.00000 5866.7 2438.3 0.0 S 10.800 0.4749 0.0000 17.692 0.10061 0.00000 5923.2 2450.3 0.0 S 10.833 0.4829 0.0000 17.703 0.10138 0.00000 5980.6 2462.4 0.0 S 10.867 0.4896 0.0000 17.715 0.10214 0.00000 6039.0 2474.6 0.0 S 10.900 0.4954 0.0000 17.726 0.10289 0.00000 6098.1 2486.9 0.0 S ' 10.933 0.5005 0.0000 17.738 0.10361 0.00000 6157.8 2499.3 0.0 S 10.967 0.5050 0.0000 17.749 0.10431 0.00000 6216.2 2511.8 0.0 S 11.000 0.5098 0.0000 17.761 0.10499 0.00000 6279.1 2524.3 0.0 S 11.033 0.5177 0.0000 17.772 0.10570 0.00000 6340.7 2537.0 0.0 S 11.067 0.5311 0.0000 17.784 0.10646 0.00000 6403.6 2549.7 0.0 S 11.100 0.5521 0.0000 17.796 0.10732 0.00000 6468.6 2562.5 0.0 S ' 11.133 0.5797 0.0000 17.809 0.10832 0.00000 6536.5 2575.5 0.0 S 11.167 0.6078 0.0000 17.822 0.10944 0.00000 6607.8 2588.5 0.0 S 11200 0.6339 0.0000 17.836 0.11066 0.00000 6682.3 2601.7 0.0 S 11.233 0.6564 0.0000 17.850 0.11194 0.00000 6759.7 2615.1 0.0 S 11.267 0.6755 0.0000 17.865 0.11324 0.00000 6839.6 2628.6 0.0 S , 11.300 0.69�7 0.0000 17.880 0.11455 0.00000 6921.7 2642.3 0.0 S 11.333 0.7054 0.0000 17.895 0.11584 0.00000 7005.5 2656.1 0.0 S 11.367 0.7171 0.0000 17.911 0.1�709 0.00000 7090.8 2670.1 0.0 S 11.400 0.7273 0.0000 17.926 0.11832 0.00000 7177.5 2684.2 0.0 S 11.433 0.7362 0.0000 17.942 0.11950 0.00000 7265.3 2698.5 0.0 S � 11.467 0.7442 0.0000 17.957 0.12065 0.00000 7354_1 2712.9 0.0 S 11.500 0.7572 0.0000 17.973 0.12189 0.00000 7444.2 2727.4 0.0 S 11.533 0.8212 0.0000 17.989 0.�2355 0.00000 7538.9 2742.1 0.0 S 11.567 0.9711 0.0000 18.008 0.12622 0.00000 7646.5 2757.1 0.0 S 11.600 1.2462 0.0000 18.032 0.13058 0.00000 7779.5 2772.4 0.0 S 11.633 1.6472 0.0000 18.063 0.13709 0.00000 7953.1 2788.4 0.0 S ' 11.667 2.0742 0.0000 18.103 0.14567 0.00000 6176.4 2805.3 0.0 S 11.700 2.4900 0.0000 18.151 0.15590 0.00000 8450.2 2823.4 0.0 S 11.733 2.8640 D.0000 18.206 0.16725 0.00000 8771.5 2842.7 0.0 S 11.767 3.1946 0.0000 18.267 0.17923 0.00000 9135.0 2863.5 0.0 S 11.800 3.4881 0.0000 18.332 0.19147 0.00000 9536.0 2885.8 0.0 S ' 11.833 3.7494 0.0000 18.401 0.20372 0.00000 9970.2 2909.5 0.0 S 11.867 3.9554 0.0000 18.472 0.21580 0.00000 10434.3 2934.6 0.0 S 11.900 4.2019 0.0000 18.544 0.22761 0.00000 10925.5 2961.3 0.0 S 11.933 4.4021 0.0000 18.618 0.23909 0.00000 11441.8 2989.3 0.0 S 11.967 4.5882 0.0000 18.693 0.25021 0.00000 11981.2 3018.6 0.0 S , 12.000 4.7679 0.0000 18.768 0.26091 0.00000 12542.6 3049.3 0.0 S 12.033 4.8845 0.0000 18.843 0.27094 0.00000 13121.7 3081.3 0.0 S 12.067 4.9130 0.0000 18.917 0.27994 0.00000 13709.5 3114.3 0.0 S 12.100 4.8139 0.0000 18.989 028862 0.00000 14293.2 3148.4 0.0 S 12.133 4.5745 0.0000 19.056 0.29489 0.00464 14856.5 3183.6 0.3 S 12.167 4.3027 0.0000 19.118 0.29812 0.00673 15389.1 3219.2 1.0 S , 12.200 4.0356 0.0000 19.174 0.30046 0.00820 15889.4 3255.2 1.9 S 12.233 3.8067 0.0000 19.226 0.30180 0.00935 16359.9 3291.3 2.9 S 12.267 3.6184 0.0000 19.275 0.30243 0.01030 16805.5 3327.6 4.1 S 12.300 3.4634 0.0000 19.320 0.30256 0.01112 17230.4 3363.9 5.4 S 12.333 3.3367 0.0000 19.363 0.30238 0.01184 17638.4 3400.2 6.8 S � 12.367 3.2312 0.0000 19.404 0.30201 0.01249 18032.4 3436.5 8.2 S 12.400 3.1416 0.0000 19.443 0.30153 0.01308 18414.8 3472.7 9.7 S 12.433 3.0647 0.0000 19.481 0.30100 0.01362 187872 3508.8 11.3 S 12.467 2.9985 0.0000 19.517 0.30044 0.01412 19151.0 3544.9 13.0 S Clearwater Health-Dental Clinic 03-18-2013 1021:21 Page 28 ' � ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'!s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 12.500 2.9332 0.0000 19.552 0.29986 0.01459 19506.9 3581.0 14.7 S 12.533 2.8640 0.0000 19.586 0.29919 0.01503 19854.7 3616.9 16.5 S � 12.567 2.7695 0.0000 19.618 0.29832 0.01545 20192.8 3652.8 18.3 S 12.600 2.6328 0.0000 19.649 0.29706 0.01582 20516.9 3688.5 20.2 S 12.633 2.4467 0.0000 19.677 029529 0.01617 20821.7 3724.1 22.1 S 12.667 2.2502 0.0000 19.703 0.29298 0.01647 21103.5 3759.4 24.1 S 12.700 2.0615 0.0000 19.726 0.29023 0.01674 21362.2 3794.4 26.1 S ' 12.733 1.8948 0_0000 19.747 0.28717 0.01698 21599.6 3829.0 28.1 S 12.767 1.7514 0.0000 19.766 0.28393 0.01720 21818.3 3863.3 30.2 S 12.800 1.6287 0.0000 19.784 0.28060 0.01739 22021.1 3897.2 32.2 S 12.833 1.5239 0.0000 19.799 0.27728 0.01757 22210.3 3930.6 34.3 S 12.867 1.4348 0.0000 19.814 0.27399 0.01773 22387.8 3963.7 36.5 S , 12.900 1.3570 0.0000 19.828 0.27079 0.01787 22555.3 3996.4 38.6 S 12.933 1.2889 0.0000 19.840 0.26768 0.01801 22714.1 4028.7 40.7 S 12.967 1.2297 0.0000 19.852 0.26468 0.01814 22865.2 4060.6 42.9 S 13.000 1.1756 0.0000 19.863 0.26178 0.01826 23009.5 4092.2 45.1 S 13.033 1.1274 0.0000 19.874 0.25899 0.01837 23147.7 4123.5 47.3 S 13.067 1.0811 0.0000 19.884 0.25629 0.01847 23280.2 4154.4 49.5 S ' 13.100 1.0336 0.0000 19.894 0.25366 0.01857 23407.1 4185.0 51.7 S 13.133 0.9837 0.0000 19.902 0.25107 0.01866 23528.1 4215.3 54.0 S 13.167 0.9352 0.0000 19.911 0.24852 0.01875 23643.3 4245.2 56.2 S 13.200 0.8910 0.0000 19.919 0.24602 0.01883 23752.8 4274.9 58.5 S 13233 0.8523 0.0000 19.926 0.24358 0.01891 23857.4 4304.3 60.7 S ' 13267 0.8193 0.0000 19.933 024121 0.01898 23957.7 4333.4 63.0 S 13.300 0.7914 0.0000 19.939 0.23892 0.01904 24054.4 4362.2 65.3 S 13.333 0.7681 0.0000 19.945 0.23673 0.01910 24147.9 4390.7 67.6 S 13.367 0.7483 0.0000 19.951 0.23463 0.01917 24238.9 4419.0 69.9 S 13.400 0.7311 0.0000 19.957 0.23261 0.01922 24327.7 4447.0 722 S ' 13.433 0.7160 0.0000 19.963 0.23069 0.01928 24414.5 4474.8 74.5 S 13.467 0.7029 0.0000 19.968 0.22885 0.01933 24499.7 4502.4 76.8 S 13.500 0.6915 0.0000 19.974 0.22708 0.01939 24583.3 4529.7 79.1 S 13.533 0.6808 0.0000 19.979 0.22539 0.01944 24665.7 4556.9 81.4 S 13.567 0.6697 0.0000 19.984 0.22376 0.01949 24746.7 4583.8 83.8 S 13.600 0.6569 0.0000 19.989 0.22217 0.01954 24826.3 4610.6 86.1 S ' 13.633 0.6418 0.0000 19.994 0.22062 0.01959 24904.2 4637.1 88.5 S 13.667 0.6260 0.0000 19.998 0.21909 0.01963 24980.3 4663.5 90.8 S 13.700 0.6113 0.0000 20.003 0.21759 0.01968 25054.5 4689.7 93.2 S 13.733 0.5984 0.0000 20.007 0.21612 0.01972 25127.1 4715.7 95.5 S 13.767 0.5876 0.0000 20.011 0.21470 0.01976 25198.2 4741.6 97.9 S � 13.800 0.5787 0.0000 20.016 0.21332 0.01980 252682 4767.3 100.3 S 13.833 0.5714 0.0000 20.020 0.21198 0.01984 253372 4792.8 102.7 S 13.867 0.5654 0.0000 20.024 0.21069 0.01986 25405.4 4818.2 105.1 S 13.900 0.5601 0.0000 20.027 0.20944 0.01992 25473.0 4843.4 107.4 S 13.933 0.5556 0.0000 20.031 0.20824 0.01995 25539.9 4868.4 109.8 S , 13.967 0.5517 0.0000 20.035 0.20708 0.01999 25606.3 4893.3 112.2 S 14.000 0.5479 0.0000 20.039 0.20596 0.02003 25672.3 4918.1 114.6 S 14.033 0.5433 0.0000 20.043 0.20487 0.02006 25737.8 4942.8 117.0 S 14.067 0.5371 0.0000 20.046 0.20380 0.02010 25802.6 4967.3 119.4 S 14.100 0.5283 0.0000 20.050 0.20274 0.02013 25866.5 4991.7 121.9 S 14.133 0.5174 0.0000 20.053 0.20167 0.02017 25929.3 5015.9 124.3 S ' 14.167 0.5066 0.0000 20.057 0.20062 0.02020 25990.7 5040.1 126.7 S 14.200 0.4965 0.0000 20.060 0.19956 0.02023 26050.9 5064.1 129.1 S 14.233 0.4879 0.0000 20.063 0.19852 0.02026 26110.0 5088.0 131.6 S 14.267 0.4807 0.0000 20.066 0.19750 0.02029 26168.1 5111.7 134.0 S 14.300 0.4746 0.0000 20.069 0.19650 0.02032 26225.4 5135.4 136.4 S ' 14.333 0.4695 0.0000 20.072 0.19552 0.02035 26282.1 5158.9 138.9 S 14.367 0.4651 0.0000 20.075 0.19457 0.02037 26338.1 5182.3 141.3 S 14.400 0.4614 0.0000 20.078 0.19364 0.02040 26393.7 5205.6 143.7 S 14.433 0.4581 0.0000 20.081 0.19274 0.02043 26448.9 5228.8 146.2 S 14.467 0.4553 0.0000 20.084 0.19187 0.02045 26503.7 5251.9 148.7 S 14.500 0.4526 0.0000 20.087 0.19101 0.02048 26558.2 5274.8 151.1 S � 14.533 0.4494 0.0000 20.089 0.19017 0.02051 26612.3 5297.7 153.6 S 14.567 0.4451 0.0000 20.092 0.18935 0.02053 26666.0 5320.5 156.0 S 14.600 0.4389 0.0000 20.095 0.18853 0.02056 26719.0 5343.1 158.5 S 14.633 0.4309 0.0000 20.097 0.18770 0.02058 26771.2 5365.7 161.0 S 14.667 0.4228 0.0000 20.100 0.18687 0.02061 26822.4 5388.2 163.4 S ' 14.700 0.4152 0.0000 20.102 0.18605 0.02063 26672.7 5410.6 165.9 S 14.733 0.4087 0.0000 20.105 0.18523 0.02065 26922.1 5432.8 168.4 S 14.767 0.4033 0.0000 20.107 0.18442 0.02067 26970.9 5455.0 170.9 S 14.800 0.3986 0.0000 20.109 0.18362 0.02069 27019.0 5477.1 173.3 S 14.833 0.3948 0.0000 20.111 0.18284 0.02071 27066.6 5499.1 175.8 S � 14.867 0.3915 0.0000 20.114 0.18208 0.02073 27713.7 5521.D 178.3 S 14.900 0.3886 0.0000 20.116 0.18133 0.02075 27160.5 5542.8 180.8 S 14.933 0.3861 0.0000 20.118 0.18060 0.02077 27207.0 5564.5 183.3 S 14.967 0.3840 0.0000 20.120 0.17988 0.02079 27253.2 5586.1 185.8 S Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 29 ' , , PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Intiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (fUday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 15.000 0.3820 0.0000 20.122 0.17919 0.02081 27299.2 5607.7 188.3 S 15.033 0.3801 0.0000 20.124 0.17851 0.02083 27344.9 5629.1 190.8 S ' 15.067 0.3779 0.0000 20.126 0.17784 0.02085 27390.4 5650.5 193.3 S 15.100 0.3753 0.0000 20.128 0.17717 0.02087 27435.6 5671.8 195.8 S 15.133 0.3720 0.0000 20.130 0.17652 0.02089 27480.4 5693.0 198.3 S , 15.167 0.3688 0.0000 20.132 0.17587 0.02091 27524.9 5714.2 200.8 S 15.200 0.3658 0.0000 20.134 0.17523 0.02092 27569.0 5735.2 203.3 S ' 15.233 0.3632 0.0000 20.136 0.17460 0.02094 27612.7 5756.2 205.8 S 15.267 0.3610 0.0000 20.138 0.17398 0.02096 27656.1 5777.1 208.3 S 15.300 0.3592 0.0000 20.140 0.17338 0.02098 27699.4 5798.0 210.9 S 15.333 0.3576 0.0000 20.142 0.17278 0.02099 27742.4 5818.8 213.4 S 15.367 0.3564 0.0000 20.144 0.17219 0.02101 27785.2 5839.5 215.9 S � 15.400 0.3552 0.0000 20.145 0.17162 0.02103 27827.9 5860.1 218.4 S 15.433 0.3543 0.0000 20.147 0.17106 0.02105 27870.5 5880.6 220.9 S 15.467 0.3535 0.0000 20.149 0.17051 0.02106 27912.9 5901.1 223.5 S 15.500 0.3527 0.0000 20.151 0.16997 0.02108 27955.3 5921.6 226.0 S 15.533 0.3517 0.0000 20.153 0.16944 0.02110 27997.6 5941.9 228.5 S 15.567 0.3498 0.0000 20.155 0.16891 0.02111 26039.7 5962.2 231.1 S ' 15.600 0.3466 0.0000 20.156 0.16839 0.02113 28081.4 5982.5 233.6 S 15.633 0.3420 0.0000 20.158 0.16785 0.02114 26122.8 6002.6 236.1 S 15.667 0.3371 0.0000 20.160 0.16731 0.02116 28163.5 6022.8 238.7 S 15.700 0.3324 0.0000 20.162 0.16677 0.02118 28203.7 6042.8 2412 S 15.733 0.3283 0.0000 20.163 0.16623 0.02119 28243.3 6062.8 243.8 S ' 15.767 0.3249 0.0000 20.165 0.16569 0.02120 28282.5 6082.7 246.3 S 15.800 0.3220 0.0000 20.166 0.16515 0.02122 28321.3 6102.5 248.8 S 15.833 0.3196 0.0000 20.168 0.16463 0.02123 28359.8 6122.3 251.4 S 15.867 0.3175 0.0000 20.169 0.16411 0.02125 28398.1 6142.1 253.9 S 15.900 0.3157 0.0000 20.171 0.16360 0.02126 28436.0 6161.7 256.5 S ' 15.933 0.3142 0.0000 20.172 0.16310 0.02127 28473.8 6181.3 259.0 S 15.967 0.3129 0.0000 20.174 0.16260 0.02129 28511.5 6200.9 261.6 S 16.000 0.3117 0.0000 20.175 0.16212 0.02130 26548.9 6220.3 264.1 S 16.033 0.3104 0.0000 20.177 0.16164 0.02131 28586.3 6239.8 266.7 S 16.067 0.3089 0.0000 20.178 0.16117 0.02133 28623.4 6259.1 269.3 S 16.100 0.3068 0.0000 20.780 0.16070 0.02134 28660.4 6278.5 271.8 S � 16.133 0.3041 0.0000 20.181 0.16023 0.02135 26697.0 6297.7 274.4 S 16.167 0.3012 0.0000 20.182 0.15977 0.02136 28733.3 6316.9 276.9 S 16.200 0.2984 0.0000 20.184 0.15930 0.02138 28769.3 6336.1 279.5 S 16.233 02960 0.0000 20.185 0.15884 0.02139 28805.0 6355.1 282.1 S 16.267 02939 0.0000 20.186 0.15838 0.02140 26840.4 6374.2 284.6 S � 16.300 0.2921 0.0000 20.188 0.15792 0.02141 28875.5 6393.1 287.2 S 16.333 0.2906 0.0000 20.189 0.15747 0.02142 28910.5 6412.1 289.8 S 16.367 0.2894 0.0000 20,190 0.15703 0.02143 28945.3 6430.9 292.4 S 16.400 0.2883 0.0000 20.191 0.15660 0.02144 26979.9 6449.8 294.9 S 16.433 0.2873 0.0000 20.193 0.15617 0.02146 29014.5 6468.5 297.5 S � 16.467 0.2865 0.0000 20.194 0.15575 0.02147 29048.9 6487.2 300.1 S 16.500 0.2858 0.0000 20.195 0.15534 0.02148 29083.3 6505.9 302.7 S 16.533 0.2851 0.0000 20.196 0.15493 0.02149 29117.5 6524.5 305.2 S 16.567 0.2843 0.0000 20.197 0.15453 0.02150 29151.7 6543.1 307.8 S 16.600 0.2833 0.0000 20.199 0.15413 0.02151 29185.7 6561.6 310.4 S 16.633 0.2821 0.0000 20.200 0.15374 0.02152 29219.7 6580.1 313.0 S ' 16.667 02807 0.0000 20201 0.15335 0.02153 29253.4 6598.5 315.6 S 16.700 0.2794 0.0000 20.202 0.15296 0.02154 29287.0 6616.9 318.1 S 16.733 0.2783 0.0000 20.203 0.15257 0.02155 29320.5 6635.2 320.7 S 16.767 02773 0.0000 20.205 0.'15219 0.02156 29353.8 6653.5 323.3 S 16.800 0.2765 0.0000 20.206 0.15182 0.02157 29387.1 6671.7 325.9 S ' 16.833 0.2756 0.0000 20.207 0.15145 0.02158 29420.2 6689.9 328.5 S 16.867 0.2753 0.0000 20.206 0.15108 0.02159 29453.3 6708.1 331.1 S 16.900 0.2748 0.0000 20.209 0.15072 0.02161 29486.3 67262 333.7 S 16.933 0.2744 0.0000 20.210 0.15037 0.02162 29519.2 6744.3 336.3 S 16.967 0.2741 0.0000 20.211 0.15002 0.02163 29552.2 6762.3 338.9 S ' 17.000 0.2737 0.0000 20.213 0.14967 0.02164 29585.0 6780.3 341.5 S 17.033 0.2732 0.0000 20.214 0.14933 0.02165 29617.8 6798.2 344.1 S 17.067 0.2725 0.0000 20.215 0.14900 0.02166 29650.6 6816.1 346.7 S 17.100 0.2714 0.0000 20.216 0.14866 0.02167 29683.2 6834.0 349.3 S 17.133 0.2701 0.0000 20.217 0.14832 0.02168 29715.7 6851.8 351.9 S 17.167 0.2687 0.0000 20.218 0.14799 0.02169 29748.0 6869.6 354.5 S , 17.200 0.2674 0.0000 20.219 0.14765 0.02170 29780.2 6887.3 357.1 S 17233 0.2663 0.0000 20.220 0.14732 0.02171 29812.2 6905.0 359.7 S 17.267 0.2653 0.0000 20.222 0.14699 0.02172 29844.1 6922.7 362.3 S 17.300 0.2646 0.0000 20.223 0.14666 0.02173 29875.9 6940.3 364.9 S 17.333 0.2639 0.0000 20.224 0.14634 0.02173 29907.6 6957.9 367.5 S , 17.367 0.2634 0.0000 20225 0.14602 0.02174 29939.3 6975.4 370.1 S 17.400 0.2629 0.0000 20226 0.14571 0.02175 29970.8 6992.9 372.7 S 17.433 0.2626 0.0000 20.227 0.14540 0.02176 30002.4 7010.4 375.3 S 17.467 0.2622 0.0000 20228 0.14509 0.02177 30033.9 7027.8 377.9 S Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 30 ' � ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. rDetailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Dischafge Flow (hours) (ft'/s) (fVday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 17.500 0.2618 0.0000 20.229 0.14479 0.02178 30065.3 7045.2 380.5 S , 17.533 0.2609 0.0000 20.230 0.14449 0.02179 3D096.7 7062.5 383.1 S 17.567 0.2590 0.0000 20.231 0.14418 0.02180 30127.9 7079.9 385.8 S 17.600 0.2557 0.0000 20.232 0.14387 0.02181 30158.7 7097.2 388.4 S 17.633 0.2510 0.0000 20.233 0.14354 0.02182 30189.1 7114.4 391.0 S 17.667 0.2462 0.0000 20.234 0.14320 0.02183 30219.0 7131.6 393.6 S 17.700 0.2417 0.0000 20.235 0.14286 0.02183 30248.2 7148.8 396.2 S ' 17.733 0.2377 0.0000 20.236 0.14250 0.02184 30277.0 7165.9 398.9 S 17.767 0.2344 0.0000 20.237 0.14215 0.02185 30305.3 7183.0 401.5 S 17.800 0.2316 0.0000 20.237 0.14180 0.02186 30333.3 7200.0 404.1 S 17.833 0.2293 0.0000 20.238 0.14145 0.02186 30361.0 7217.0 406.7 S 17.867 0.2273 0.0000 20.239 0.14110 0.02187 30388.4 7234.0 409.3 S ' 17.900 0.2256 0.0000 20.240 0.14076 0.02187 30415.5 7250.9 412.0 S 17.933 0.2241 0.0000 20.240 0.14042 0.02188 30442.5 7267.7 414.6 S 17.967 0.2227 0.0000 20.241 0.14008 0.02189 30469.3 7284.6 417.2 S 18.000 0.2215 0.0000 20.242 0.13975 0.02189 30496.0 7301.4 419.9 S 18.033 0.2208 0.0000 20.242 0.13943 0.02190 30522.5 7318.1 422.5 S 18.067 0.2206 0.0000 20.243 0.13912 0.02190 30549.0 7334.8 425.1 S ' 18.100 0.2213 0.0000 20244 0.13881 0.02191 30575.5 7351.5 427.7 S 18.133 0.2228 0.0000 20.244 0.13852 0.02192 30602.1 7368.1 430.4 S 18.167 0.2245 0.0000 20.245 0.13824 0.02192 30629.0 7384.7 433.0 S 18.200 02263 0.0000 20.246 0.13798 0.02193 30656.0 7401.3 435.6 S 18.233 0.2277 0.0000 20.246 0.13772 0.02194 30683.3 7417.9 438.3 S ' 18.267 0.2290 0.0000 20.247 0.13746 0.02194 30710.7 7434.4 440.9 S 18.300 0.2300 0.0000 20.248 0.13722 0.02195 30738.2 7450.8 443.5 S 18.333 0.2309 0.0000 20.249 0.13698 0.02196 30765.9 7467.3 446.2 S 18.367 0.23�6 0.0000 20.250 0.13674 0.02196 30793.6 7483.7 448.8 S 18.400 0.2322 0.0000 20.250 0.13650 0.02197 30821.4 7500.1 451.4 S , 18.433 0.2328 0.0000 20251 0.13627 0.02198 30849.3 7516.5 454.1 S 18.467 0.2333 0.0000 20252 0.13604 0.02199 30877.3 7532.8 456.7 S 18.500 0.2338 0.0000 20253 0.13582 0.02199 30905.3 7549.1 459.3 S 18.533 0.2338 0.0000 20.254 0.13559 0.02200 30933.4 7565.4 462.0 S 18.567 0.2327 0.0000 20255 0.13536 0.02201 30961.4 7581.7 464.6 S 18.600 0.2303 0.0000 20.255 0.13512 0.02201 30989.2 7597.9 467.3 S ' 18.633 0.2264 0.0000 20.256 0.13486 0.02202 31016.6 7614.1 469.9 S 18.667 0.2220 0.0000 20.257 0.13460 0.02203 31043.5 7630.3 472.6 S 18.700 0.2177 0.0000 20258 0.13432 0.02203 31069.8 7646.4 475.2 S 18.733 0.2140 0.0000 20258 0.13403 0.02204 31095.7 7662.5 477.8 S 18.767 0.2108 0.0000 20259 0.13374 0.02205 31121.2 7678.6 460.5 S � 18.800 0.2082 0.0000 20.260 0.13345 0.02205 31146.4 7694.6 483.1 S 18.833 0.2060 0.0000 20.260 0.13316 0.02206 31171.2 7710.6 485.8 S 18.867 0.2042 0.0000 20.261 0.13287 0.02206 31195.8 7726.6 488.4 S 18.900 02026 0.0000 20.261 0.13259 0.02207 31220.2 7742.5 491.1 S 18.933 0.2012 0.0000 20.262 0.13231 0.02207 31244.5 7758.4 493.7 S ' 18.967 0.2000 0.0000 20.262 0.13203 0.02207 31268.5 7774.2 496.4 S 19.000 0.1988 0.0000 20263 0.13175 0.02208 31292.5 7790.1 499.0 S 19.033 0.1981 0.0000 20263 0.13148 0.02208 313'16.3 7805.9 501.7 S 19.067 0.1979 0.0000 20.264 0.13122 0.02209 31340.0 7821.6 504.3 S 19.100 0.1984 0.0000 20.264 0.13096 0.02209 31363.8 7837.4 507.0 S 19.133 0.1998 0.0000 20.265 0.13072 0.02210 31387.7 7853.1 509.6 S ' 19.167 0.2015 0.0000 20265 0.13049 0.02210 31411.8 7868.7 512.3 S 19.200 0.2033 0.0000 20.266 0.13026 0.02211 31436.1 7884.4 514.9 S 19233 02048 0.0000 20266 0.13005 0.02211 31460.6 7900.0 517.6 S 19267 0.2061 0.0000 20.267 0.12984 0.02212 314852 7915.6 520.2 S 19.300 0.2072 0.0000 20.268 0.12964 0.02212 31510.0 7931.1 522.9 S ' 19.333 0.2081 0.0000 20.268 0.12944 0.02213 31534.9 7946.7 525.5 S 19.367 0.2089 0.0000 20.269 0.12924 0.02213 31560.0 7962.2 528.2 S 19.400 0.2096 0.0000 20.270 0.12905 0.02214 3'1585.1 7977.7 530.9 S 19.433 0.2101 0.0000 20.270 0.12885 0.02214 31610.3 7993.2 533.5 S 19.467 0.2106 0.0000 20.271 0.12866 0.02215 31635.5 8008.6 536.2 S ' 19.500 0.2111 0.0000 20.271 0.12848 0.02215 31660.8 8024.1 538.8 S 19.533 0.2115 0.0000 20.272 0.12829 0.02216 31686.2 8039.5 541.5 S 19.567 0.2115 0.0000 20.273 0.12810 0.02217 31711.5 8054.9 544.1 S 19.600 0.2111 0.0000 20.274 0.12792 0.02217 31736.9 8070.2 546.8 S 19.633 0.2103 0.0000 20.274 0.12772 0.02218 31762.2 8085.6 549.5 S 19.667 0.2092 0.0000 20275 0.12753 0.02218 31787.4 8100.9 552.1 S ' 19.700 0.2081 0.0000 20275 0.12733 0.02219 3'1812.4 8116.2 554.8 S 19.733 0.2071 0.0000 20.276 0.12714 0.02220 31837.3 8131.4 557.5 S 19.767 0.2063 0.0000 20.277 0.12694 0.02220 3'1862.1 8146.7 560.1 S 19.800 0.2057 0.0000 20.277 0.12674 0.02221 3'1886.9 8161.9 562.8 S 19.833 0.2052 0.0000 20.278 0.12654 0.02221 3'I911.5 8177.1 565.4 S ' 19.867 02047 0.0000 20.279 0.12634 0.02222 3'1936.1 8192.3 568.1 S 19.900 0.2043 0.0000 20.279 0.12615 0.02222 3'1960.6 8207.4 570.8 S 19.933 0.2040 0.0000 20280 0.12596 0.02223 3'1985.1 8222.5 573.4 S 19.967 0.2037 0.0000 20.280 0.12576 0.02223 32009.6 8237.6 576.1 S Clearvvater Health-Dental Clinic 03-18-2013 10:21:21 Page 31 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) � Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge InFlow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 20.000 02034 0.0000 20.281 0.12557 0.02224 32034.0 8252.7 578.8 S 20.033 0.2026 0.0000 20.282 0.12538 0.02224 32058.4 8267.8 581.4 S � 20.067 0.2011 0.0000 20.282 0.12518 0.02225 32082.6 8282.8 584.1 S 20.100 0.1986 0.0000 20.283 0.12498 0.02225 32106.6 8297.8 586.8 S 20.133 0.1952 0.0000 20.283 0.12477 0.02226 32130.2 8312.8 589.5 S 20.167 0.1917 0.0000 20.284 0.12454 0.02226 32153.4 8327.8 592.1 S 20200 0.1885 0.0000 20.284 0.12431 0.02227 32176.2 8342.7 594.8 S ' 20.233 0.1857 0.0000 20.285 0.12408 0.02227 32198.7 8357.6 597.5 S 20.267 0.1833 0.0000 20.285 0.12384 0.02227 32220.8 8372.5 600.1 S 20.300 0.18�3 0.0000 20.286 0.12361 0.02228 32242.7 8387.3 602.8 S 20.333 0.1797 0.0000 20.286 0.12337 0.02228 32264.4 8402.1 605.5 S 20.367 0.1782 0.0000 20.286 0.12314 0.02228 32285.8 8416.9 608.2 S ' 20.400 0.1770 0.0000 20.287 0.12291 0.02229 32307.2 8431.7 610.8 S 20.433 0.1759 0.0000 20.287 0.12268 0.02229 32328.3 8446.4 613.5 S 20.467 0.1749 0.0000 20287 0.12246 0.02229 32349.4 8461.1 616.2 S 20.500 0.1740 0.0000 20.288 0.12224 0.02230 32370.3 8475.8 618.9 S 20.533 0.1733 0.0000 20288 0.12202 0.02230 32391.1 8490.5 621.5 S 20.567 0.1726 0.0000 20.288 0.12180 0.02230 32411.9 8505.1 6242 S ' 20.600 0.1720 0.0000 20.289 0.12158 0.02230 32432.6 8519.7 626.9 S 20.633 0.1715 0.0000 20.289 0.12137 0.02231 32453.2 8534.3 629.6 S 20.667 0.1710 0.0000 20289 0.12116 0.02231 32473.7 8548.8 632.2 S 20.700 0.1706 0.0000 20.290 0.12096 0.02231 32494.2 8563.4 634.9 S 20.733 0.1703 0.0000 20.290 0.12075 0.02232 32514.7 8577.9 637.6 S ' 20.767 0.1700 0.0000 20.290 0.12055 0.02232 32535.1 8592.3 640.3 S 20.800 0.1697 0.0000 20.291 0.12035 0.02232 32555.5 8606.8 643.0 S 20.833 0.1695 0.0000 20.291 0.12016 0.02232 32575.9 8621.2 645.6 S 20.867 0.1693 0.0000 20291 0.11996 0.02233 32596.2 8635.6 648.3 S 20.900 0.1691 0.0000 20.291 0.11977 0.02233 32616.5 8650.0 651.0 S ' 20.933 0.1690 0.0000 20.292 0.11958 0.02233 32636.8 8664.4 653.7 S 20.967 0.1689 0.0000 20.292 0.11939 0.02233 32657.0 8678.7 656.4 S 21.000 0.1688 0.0000 20.292 0.11921 0.02234 32677.3 8693.0 659.0 S 21.033 0.1687 0.0000 20.293 0.11902 0.02234 32697.6 8707.3 661.7 S 21.067 0.1686 0.0000 20.293 0.11884 0.02234 32717.8 8721.6 664.4 S 21.100 0.1686 0.0000 20.293 0.11866 0.02234 32738.0 8735.9 667.1 S ' 21.133 0.1686 0.0000 20.294 0.11849 0.02235 32758.3 8750.1 669.8 S 21.167 0.1685 0.0000 20.294 0.11831 0.02235 32776.5 8764.3 672.4 S 21.200 0.1685 0.0000 20.294 0.11814 0.02235 32798.7 8778.5 675.1 S 21.233 0.1685 0.0000 20.294 0.11796 0.02235 32818.9 8792.6 677.8 S 21.267 0.1686 0.0000 20.295 0.11779 0.02236 32839.2 8806.8 680.5 S ' 21.300 0.1686 0.0000 20295 0.11763 0.02236 32859.4 8820.9 683.2 S 21.333 0.1686 0.0000 20295 0.11746 0.02236 32879.6 8835.0 685.9 S 21.367 0.1686 0.0000 20.296 0.11729 0.02237 32899.9 8849.1 688.5 S 21.400 0.1686 0.0000 20.296 0.11713 0.02237 32920.1 8863.2 691.2 S 21.433 0.1687 0.0000 20.296 0.11697 0.02237 32940.3 8877.2 693.9 S ' 21.467 0.1687 0.0000 20297 0.11681 0.02237 32960.6 88912 696.6 S 21.500 0.1687 0.0000 20.297 0.11665 0.02238 32980.8 89052 699.3 S 21.533 0.1687 0.0000 20297 0.11649 0.02238 33001.1 89192 702.0 S 21.567 0.1688 0.0000 20.298 0.11633 0.02238 33021.3 8933.2 704.6 S 21.600 0.1688 0.0000 20.298 0.11618 0.02239 33041.6 8947.2 707.3 S 21.633 0.1688 0.0000 20.298 0.11602 0.02239 33061.8 8961.1 710.0 S ' 21.667 0.1688 0.0000 20.299 0.11587 0.02239 33082.1 8975.0 712.7 S 21.700 0.1689 0.0000 20.299 0.11572 0.02239 33102.3 8988.9 715.4 S 21.733 0.1689 0.0000 20.299 0.11557 0.02240 33122.6 9002.8 718.1 S 21.767 0.1689 0.0000 20.300 0.11542 0.02240 33142.9 9016.6 720.8 S 21.800 0.1689 0.0000 20.300 0.11527 0.02240 33163.1 9030.5 723.5 S ' 21.833 0.1689 0.0000 20.300 0.11512 0.02241 33183.4 9044.3 726.1 S 21.867 0.1690 0.0000 20.301 0.11497 0.02241 33203.7 9058.1 728.8 S 21.900 0.1690 0.0000 20.301 0.11483 0.02241 33224.0 9071.9 731.5 S 21.933 0.1690 0.0000 20.301 0.11468 0.02241 33244.2 9085.7 734.2 S 21.967 0.1690 0.0000 20.302 0.11454 0.02242 33264.5 9099.4 736.9 S ' 22.000 0.1691 0.0000 20.302 0.11440 0.02242 33284.8 9113.1 739.6 S 22.033 0.1691 0.0000 20.303 0.11426 0.02242 33305.1 9126.9 742.3 S 22.067 0.1691 0.0000 20.303 0.11412 0.02243 33325.4 9140.6 745.0 S 22.100 0.1691 0.0000 20.303 0.11398 0.02243 33345.7 9154.3 747.7 S 22.133 0.1692 0.0000 20.304 0.11384 0.02243 33366.0 9167.9 750.4 S 22.167 0.1692 0.0000 20.304 0.11370 0.02244 33386.3 9181.6 753.1 S ' 22200 0.1692 0.0000 20.304 0.11356 0.02244 33406.6 9195.2 755.7 S 22.233 0.1692 0.0000 20.305 0.11343 0.02244 33426.9 9208.8 758.4 S 22.267 0.1693 0.0000 20.305 0.11329 0.02245 33447.2 9222.4 761.1 S 22.300 0.1693 0.0000 20.305 0.11316 0.02245 33467.5 9236.0 763.8 S 22.333 0.1693 0.0000 20.306 0.11303 0.02245 33487.8 9249.6 766.5 S ' 22.367 0.1693 0.0000 20.306 0.11289 0.02245 33508.1 9263.1 769.2 S 22.400 0.1693 0.0000 20.307 0.11276 0.02246 33528.5 9276.7 777.9 S 22.433 0.1694 0.0000 20.307 0.11263 0.02246 33548.8 9290.2 774.6 S 22.467 0.1694 0.0000 20.307 0.11250 0.02246 33569.1 9303.7 777.3 S Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 32 � ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.1694 0.0000 20.308 0.11237 0.02247 33589.4 93172 780.0 S 1 22 533 0 1693 0 0000 20 308 0 11224 0 02247 33609 8 9330 7 762 7 S 22.567 0.1689 0.0000 20.308 0.11211 0.02247 33630.1 9344.2 785.4 S 22.600 0.1681 0.0000 20.309 0.11198 0.02248 33650.3 9357.6 788.1 S 22.633 0.1667 0.0000 20.309 0.11184 0.02248 33670.4 9371.0 790.8 S 22.667 0.1650 0.0000 20.309 0.11170 0.02248 33690.3 9384.4 793.5 S 22.700 0.1634 0.0000 20.310 0.11156 0.02249 33710.0 9397.8 796.2 S ' 22.733 0.1620 0.0000 20.310 0.11141 0.02249 33729.5 9411.2 798.9 S 22.767 0.1607 0.0000 20.310 0.11125 0.02249 33748.9 9424.6 801.6 S 22.800 0.1597 0.0000 20.311 0.11110 0.02249 33768.1 9437.9 804.3 S 22.833 0.1588 0.0000 20.311 0.11095 0.02250 33787.2 9451.2 807.0 S 22.867 0.1581 0.0000 20.311 0.11080 0.02250 33806.2 9464.5 809.7 S ' 22.900 0.1574 0.0000 20.312 0.11065 0.02250 33825.1 9477.8 812.4 S 22.933 0.1569 0.0000 20.312 0.11050 0.02250 33844.0 9491.1 815.1 S 22.967 0.1564 0.0000 20.312 0.11036 0.02251 33862.8 9504.4 817.8 S 23.000 0.1559 0.0000 20.312 0.11021 0.02251 33881.5 9517.6 820.5 S 23.033 0.1554 0.0000 20.313 0.11006 0.02251 33900.2 9530.8 823.2 S 23.067 0.1548 0.0000 20.313 0.10992 0.02251 33918.8 9544.0 825.9 S � 23.100 0.1540 0.0000 20.313 0.10977 0.02251 33937.3 9557.2 828.6 S 23.133 0.1531 0.0000 20.313 0.10962 0.02252 33955.8 9570.3 831.3 S 23.167 0.1521 0.0000 20.314 0.10948 0.02252 33974.1 9583.5 834.0 S 23.200 0.1512 0.0000 20.314 0.10933 0.02252 33992.3 9596.6 836.7 S 23.233 0.1505 0.0000 20.314 0.10918 0.02252 34010.4 9609.7 839.4 S ' 23.267 0.1498 0.0000 20.314 0.10903 0.02252 34028.4 9622.8 842.1 S 23.300 0.1493 0.0000 20.314 0.10888 0.02253 34046.3 9635.9 844.8 S 23.333 0.1488 0.0000 20.315 0.10874 0.02253 34064.2 9649.0 847.5 S 23.367 0.1484 0.0000 20.315 0.10859 0.02253 34082.1 9662.0 850.2 S 23.400 0.1481 0.0000 20.315 0.10845 0.02253 34099.8 9675.0 852.9 S ' 23.433 0.1478 0.0000 20.315 0.10831 0.02253 34117.6 9688.0 855.6 S 23.467 0.1475 0.0000 20.315 0.10817 0.02253 34135.3 9701.0 858.3 S 23.500 0.1472 0.0000 20.315 0.10803 0.02253 34153.0 9714.0 861.0 S 23.533 0.1467 0.0000 20.316 0.10789 0.02254 34170.6 9726.9 863.7 S 23.567 0.1456 0.0000 20.316 0.10774 0.02254 34188.2 9739.9 866.4 S 23.600 0.1439 0.0000 20.316 0.10759 0.02254 34205.5 9752.8 869.1 S ' 23.633 0.1414 0.0000 20.316 0.10744 0.02254 34222.7 9765.� 871.8 S 23.667 0.1389 0.0000 20.316 0.10728 0.02254 34239.5 9778.6 874.5 5 23.700 0.1365 0.0000 20.316 0.10711 0.02254 34256.0 9791.4 877.2 S 23.733 0.1345 0.0000 20.316 0.10694 0.02254 34272.3 9804.3 879.9 S 23.767 0.1328 0.0000 20.316 0.10677 0.02254 34288.3 9817.1 882.7 S ' 23.800 0.1313 0.0000 20.316 0.10660 0.02254 34304.2 9829.9 885.4 S 23.833 0.1301 0.0000 20.316 0.10643 0.02254 34319.8 9842.7 888.1 S 23.867 0.1291 0.0000 20.316 0.10626 0.02254 34335.4 9855.5 890.8 S 23.900 0.1281 0.0000 20.316 0.10609 0.02254 34350.8 9868.2 893.5 S 23.933 0.1274 0.0000 20.316 0.10593 0.02254 34366.1 9880.9 8962 S , 23.967 0.1267 0.0000 20.316 0.10576 0.02254 34381.4 9893.6 898.9 S 24.000 0.1260 0.0000 20.316 0.10560 0.02254 34396.6 9906.3 901.6 S 24.033 0.1240 0.0000 20.316 0.10543 0.02254 34411.6 9919.0 904.3 S 24.067 0.1196 0.0000 20.316 0.10525 0.02254 34426.2 9931.6 907.0 S 24.100 0.1117 0.0000 20.316 0.10503 0.02254 34440.1 9944.2 909.7 S 24.133 0.0998 0.0000 20.316 0.10478 0.02254 34452.7 9956.8 912.4 S ' 24.167 0.0873 0.0000 20.316 0.10448 0.02254 34464.0 9969.4 915.1 S 24.200 0.0754 0.0000 20.315 0.10416 0.02253 34473.7 9981.9 917.8 S 24.233 0.0650 0.0000 20.315 0.10382 0.02253 34482.1 9994.4 920.5 S 24.267 0.0563 0.0000 20.314 0.10346 0.02252 34489.4 10006.8 9232 S 24.300 0.0489 0.0000 20.313 0.10310 0.02251 34495.7 10019.2 925.9 S ' 24.333 0.0428 0.0000 20.312 0.10273 0.02251 34501.2 10031.6 928.6 S 24.367 0.0375 0.0000 20.311 0.10237 0.02250 34506.1 10043.9 931.3 S 24.400 0.0329 0.0000 20.310 0.10202 0.02249 34510.3 10056.1 934.0 S 24.433 0.0289 0.0000 20.309 0.10167 0.02248 34514.0 10068.3 936.7 S 24.467 0.0254 0.0000 20.308 0.10132 0.02247 34517.2 10080.5 939.4 S ' 24.500 0.0220 0.0000 20.307 0.10098 0.02246 34520.1 10092.7 942.1 S 24.533 0.0193 0.0000 20.306 0.10065 0.02245 34522.6 10104.8 944.8 S 24.567 0.0168 0.0000 20.305 0.10032 0.02244 34524.7 10116.8 947.5 S 24.600 0.0146 0.0000 20.304 0.10000 0.02243 34526.6 10128.8 950.2 S 24.633 0.0126 0.0000 20.302 0.09969 0.02242 34528.2 10140.8 952.9 S 24.667 0.0109 0.0000 20.301 0.09938 0.02241 34529.6 10152.8 955.6 S ' 24.700 0.0093 0.0000 20.300 0.09907 0.02240 34530.9 10164.7 958.3 S 24.733 0.0080 0.0000 20.299 0.09877 0.02239 34531.9 10176.5 961.0 S 24.767 0.0067 0.0000 20.297 0.09848 0.02238 34532.8 10188.4 963.6 S 24.800 0.0057 0.0000 20.296 0.09820 0.02237 34533.5 10200.2 966.3 S 24.833 0.0047 0.0000 20.295 0.09791 0.02236 34534.1 10211.9 969.0 S ' 24.867 0.0039 0.0000 20.294 0.09764 0.02235 34534.7 10223.7 971.7 S 24.900 0.0032 0.0000 20.292 0.09737 0.02234 34535.1 10235.4 974.4 S 24.933 0.0026 0.0000 20.291 0.09710 0.02233 34535.5 10247.0 977.1 S 24.967 0.0021 0.0000 20.290 0.09684 0.02231 34535.7 10258.7 979.7 S Clearwater Health-Dental Clinic 03-18-2013 10:2121 Page 33 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) 1 Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 25.000 0.0016 0.0000 20289 0.09658 0.02230 34536.0 10270.3 982.4 S 25.033 0.0012 0.0000 20.287 0.09633 0.02229 34536.1 10281.9 985.1 S ' 25.067 0.0009 0.0000 20.286 0.09608 0.02228 34536.2 10293.4 987.8 S 25.100 0.0006 0.0000 20.285 0.09583 0.02227 34536.3 10304.9 990.4 S 25.133 0.0004 0.0000 20.283 0.09559 0.02226 34536.4 10316.4 993.1 S 25.167 0.0003 0.0000 20.282 0.09535 0.02225 34536.4 10327.9 995.8 S 25.200 0.0002 0.0000 20281 0.09512 0.02224 34536.5 10339.3 998.4 S ' 25.233 0.0001 0.0000 20279 0.09489 0.02222 34536.5 10350.7 1001.1 S 25267 0.0000 0.0000 20.278 0.09466 0.02221 34536.5 10362.1 1003.8 S 25.300 0.0000 0.0000 20.277 0.09444 0.02220 34536.5 10373.4 1006.4 S 25.333 0.0000 0.0000 20.276 0.09422 0.02219 34536.5 10384.7 1009.1 S 25.367 0.0000 0.0000 20.274 0.09396 0.02218 34536.5 10396.0 1011.8 S ' 27.767 0.0000 0.0000 20.190 0.07906 0.02143 34536.5 11114.1 1200.2 S 30.167 0.0000 0.0000 20.111 0.07174 0.02071 34536.5 11762.2 1382.3 S 32.567 0.0000 0.0000 20.037 0.06575 0.02001 34536.5 12353.8 1558.2 S 34.967 0.0000 0.0000 19.967 0.06072 0.01932 34536.5 12898.4 1728.1 S 37.367 0.0000 0.0000 19.901 0.05640 0.01865 34536.5 13403.0 1892.2 S 39.767 0.0000 0.0000 19.837 0.05265 0.01798 34536.5 13873.0 2050.4 S ' 42.167 0.0000 0.0000 19.776 0.04935 0.01731 34536.5 14312.7 2202.8 S 44.567 0.0000 0.0000 19.718 0.04642 0.01665 34536.5 14725.7 2349.5 S 46.967 0.0000 0.0000 19.662 0.04381 0.01598 34536.5 15114.9 2490.5 S 49.367 0.0000 0.0000 19.608 0.04145 0.01532 34536.5 15482.7 2625.7 S 51.767 0.0000 0.0000 19.556 0.03932 0.01465 34536.5 15831.2 2755.2 S ' 54.167 0.0000 0.0000 19.506 0.03739 0.01397 34536.5 16162.2 2878.8 S 56.567 0.0000 0.0000 19.458 0.03563 0.01329 34536.5 16477.3 2996.6 S 58.967 0.0000 0.0000 19.411 0.03402 0.01260 34536.5 16777.9 3108.5 S 61.367 0.0000 0.0000 19.366 0.03213 0.01189 34536.5 17065.2 3214.2 S 73.367 0.0000 0.0000 19.179 0.02442 0.00832 34536.5 18211.5 3650.7 S , 85.367 0.0000 0.0000 19.029 0.02143 0.00333 34536.5 19174.9 3902.5 S 97.367 0.0000 0.0000 18.905 34536.5 20063.1 3974.5 N.A. ' ' ' ' � ' ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 34 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 5 :: 25 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Time Stage Rate Volume (hours) (ft datum) (ft'/s) (ft') Stage Minimum 1.200 15.92 � Maximum 23.867 20.32 I nflow Rate-Maximum-Positive 12.067 4.9130 I Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 25.267 34536.5 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 34536.5 , Infiltration Rate-Maximum-Positive 12.300 0.3026 Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive 97.367 20063.1 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 20063.1 ' Combined Discharge Rate-Maximum-Positive 23.867 0.0225 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 3974.5 Cumulative Volume-Maximum Negative None None 1 Cumulative Volume-End of Simulation 97.367 3974.5 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 23.867 0.0225 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 3974.5 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 3974.5 ' Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 0.0 ' Discharge Structure 3 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled , Cumulative Volume-Maximum Negative disabled disabled Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. , ' Clearwater Health-Dental Clinic 03-18-2013 10:21:21 Page 35 , ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infi�tration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 0.000 0.0000 0.0000 19.450 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.033 0.0000 0.0000 19.451 -0.03679 0.01319 0.0 -8.9 1.6 S ' 0.067 0.0000 0.0000 19.451 0.00015 0.01319 0.0 -8.8 3.2 S 0.100 0.0000 0.0000 19.450 0.00006 0.013�9 0.0 -8.8 4.7 S 0.133 0.0000 0.0000 19.450 -0.00001 0.0�318 0.0 -8.8 6.3 S 0.167 0.0000 0.0000 19.450 -0.00008 0.01318 0.0 -8.8 7.9 S 0.200 0.0000 0.0000 19.450 -0.00013 0.01318 0.0 -8.8 9.5 S ' 0233 0.0000 0.0000 19.450 -0.00018 0.01318 0.0 -8.9 11.1 S 0.267 0.0000 0.0000 19.450 -0.00022 0.01317 0.0 -8.9 12.7 S 0.300 0.0000 0.0000 19.449 -0.00025 0.01317 0.0 -8.9 14.2 S 0.333 0.0001 0.0000 19.449 -0.00029 0.01317 0.0 -8.9 15.8 S 0.367 0.0005 0.0000 19.449 -0.00031 0.01317 0.0 -9.0 17.4 S ' 0.400 0.0012 0.0000 19.449 -0.00034 0.01316 0.1 -9.0 19.0 S 0.433 0.0024 0.0000 19.449 -0.00035 0.01316 0.4 -9.1 20.6 S 0.467 0.0041 0.0000 19.449 -0.00036 0.01316 0.8 -9.1 22.1 S 0.500 0.0062 0.0000 19.449 -0.00035 0.01316 1.4 -9.1 23.7 S 0.533 0.0086 0.0000 19.448 -0.00034 0.01316 2.3 -9.2 25.3 S 0.567 0.0112 0.0000 19.448 -0.00031 0.01316 3.4 -9.2 26.9 S , 0.600 0.0139 0.0000 19.448 -0.00028 0.01316 4.9 -9.3 28.5 S 0.633 0.0168 0.0000 19.448 -0.00024 0.01316 6.8 -9.3 30.0 S 0.667 0.0197 0.0000 19.449 -0.00018 0.01316 9.0 -9.3 31.6 S 0.700 0.0226 0.0000 19.449 -0.00013 0.01316 11.5 -9.3 33.2 S 0.733 0.0255 0.0000 19.449 -0.00006 0.01316 14.4 -9.3 34.8 S ' 0.767 0.0284 0.0000 19.449 0.00001 0.01316 17.7 -9.3 36.3 S 0.800 0.0313 0.0000 19.449 0.00009 0.01317 212 -9.3 37.9 S 0.833 0.0341 0.0000 19.449 0.00017 0.01317 25.2 -9.3 39.5 S 0.867 0.0369 0.0000 19.450 0.00026 0.01318 29.4 -9.3 41.1 S 0.900 0.0396 0.0000 19.450 0.00035 0.01318 34.0 -9.3 42.7 S ' 0.933 0.0422 0.0000 19.450 0.00044 0.01319 38.9 -9.2 44.3 S 0.967 0.0447 0.0000 19.451 0.00054 0.01319 44.1 -9.2 45.8 S 1.000 0.0472 0.0000 19.451 0.00064 0.01320 49.6 -9.1 47.4 S 1.033 0.0497 0.0000 19.452 0.00074 0.01321 55.5 -9.0 49.0 S 1.067 0.0524 0.0000 19.452 0.00085 0.01321 61.6 -8.9 50.6 S 1.100 0.0553 0.0000 19.453 0.00096 0.01322 68.0 -8.8 52.2 S , 1.133 0.0585 0.0000 19.453 0.00108 0.01323 74.9 -8.7 53.8 S 1.167 0.0619 0.0000 19.454 0.00120 0.01324 82.1 -8.5 55.4 S 1.200 0.0652 0.0000 19.455 0.00133 0.01325 89.7 -8.4 56.9 S 1.233 0.0683 0.0000 19.455 0.00146 0.01326 97.7 -8.2 58.5 S 1.267 0.0713 0.0000 19.456 0.00160 0.01327 106.1 -8.0 60.1 S ' 1.300 0.0740 0.0000 19.457 0.00174 0.01328 114.8 -7.8 61.7 S 1.333 0.0766 0.0000 19.458 0.00188 0.01329 123.9 -7.6 63.3 S 1.367 0.0791 0.0000 19.459 0.00202 0.01330 133.2 -7.4 64.9 S 1.400 0.0814 0.0000 19.459 0.00216 0.01332 142.8 -7.1 66.5 S 1.433 0.0836 0.0000 19.460 0.00230 0.01333 152.7 -6.9 68.1 S ' 1.467 0.0856 0.0000 19.461 0.00244 0.01334 162.9 -6.6 69.7 S 1.500 0.0876 0.0000 19.462 0.00258 0.01336 173.3 -6.3 71.3 S 1.533 0.0894 0.0000 19.463 0.00272 0.01337 183.9 -6.0 72.9 S 1.567 0.0909 0.0000 19.464 0.00285 0.01339 194.7 -5.6 74.5 S 1.600 0.0921 0.0000 19.465 0.00299 0.01340 205.7 -5.3 76.1 S 1.633 0.0928 0.0000 19.466 0.00311 0.01341 216.8 -4.9 77.7 S � 1.667 0.0932 0.0000 19.467 0.00324 0.01343 227.9 -4.5 79.3 S 1.700 0.0936 0.0000 19.468 0.00336 0.01344 239.2 -4.1 81.0 S 1.733 0.0940 0.0000 19.469 0.00347 0.01346 250.4 -3.7 82.6 S 1.767 0.0945 0.0000 19.470 0.00358 0.01347 261.7 -3.3 84.2 S 1.800 0.0950 0.0000 19.471 0.00369 0.01349 273.1 -2.9 85.8 S ' 1.833 0.0956 0.0000 19.472 0.00379 0.01350 284.5 -2.4 87.4 S 1.867 0.0962 0.0000 19.473 0.00390 0.01352 296.0 -2.0 89.0 S 1.900 0.0967 0.0000 19.474 0.00400 0.01353 307.6 -1.5 90.7 S 1.933 0.0973 0.0000 19.476 0.00410 0.01355 319.3 -1.0 92.3 S 1.967 0.0979 0.0000 19.477 0.00420 0.01356 331.0 -0.5 93.9 S ' 2.000 0.0985 0.0000 19.478 0.00430 0.01358 342.8 0.0 95.5 S 2.033 0.0993 0.0000 19.479 0.00440 0.01360 354.6 0.5 97.2 S 2.067 0.1003 0.0000 19.480 0.00451 0.01361 366.6 1.1 98.8 S 2.100 0.1016 0.0000 19.481 0.00461 0.01363 378.7 1.6 100.4 S 2.133 0.1033 0.0000 19.482 0.00472 0.01364 391.0 22 102.1 S 2.167 0.1050 0.0000 19.483 0.00483 0.01366 403.5 2.7 103.7 S ' 2.200 0.1066 0.0000 19.484 0.00494 0.01368 416.2 3.3 105.4 S 2.233 0.1080 0.0000 19.486 0.00505 0.01369 429.1 3.9 107.0 S 2.267 0.1093 0.0000 19.487 0.00517 0.01371 442.1 4.5 108.6 S 2.300 0.1105 0.0000 19.488 0.00528 0.01373 455.3 5.2 110.3 S 2.333 0.1115 0.0000 19.489 0.00540 0.01374 468.6 5.8 111.9 S ' 2.367 0.1125 0.0000 19.491 0.00551 0.01376 482.1 6.5 113.6 S 2.400 0.1134 0.0000 19.492 0.00563 0.01376 495.6 7.1 115.2 S 2.433 0.1143 0.0000 19.493 0.00574 0.01380 509.3 7.8 116.9 S 2.467 0.1151 0.0000 19.494 0.00585 0.01381 523.0 8.5 118.5 S Clearwater Health-Dental Clinic 03-18-2013 10:21:22 Page 36 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ff/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 2.500 0.1158 0.0000 19.496 0.00596 0.01383 536.9 92 1202 S 2.533 0.1165 0.0000 19.497 0.00607 0.01385 550.8 9.9 121.9 S ' 2.567 0.1172 0.0000 19.498 0.00617 0.01387 564.8 10.7 123.5 S 2.600 0.1178 0.0000 19.499 0.00628 0.01389 578.9 11.4 1252 S 2.633 0.1185 0.0000 19.501 0.00638 0.01390 593.1 12.2 126.9 S 2.667 0.1190 0.0000 19.502 0.00649 0.01392 607.4 13.0 128.5 S 2.700 0.1196 0.0000 19.503 0.00659 0.01394 621.7 13.7 130.2 S , 2.733 0.1201 0.0000 19.505 0.00669 0.01396 636.1 14.5 131.9 S 2.767 0.1207 0.0000 19.506 0.00679 0.01398 650.5 15.3 133.6 S 2.800 0.1211 0.0000 19.507 0.00689 0.01399 665.0 16.2 135.2 S 2.833 0.1216 0.0000 19.509 0.00699 0.01401 679.6 17.0 136.9 S 2.867 0.1221 0.0000 19.510 0.00709 0.01403 6942 17.8 138.6 S ' 2.900 0.1225 0.0000 19.511 0.00718 0.01405 708.9 18.7 140.3 S 2.933 0.1229 0.0000 19.513 0.00728 0.01407 723.6 19.6 142.0 S 2.967 0.1233 0.0000 19.514 0.00737 0.01409 738.4 20.5 143.7 S 3.000 0.1237 0.0000 19.515 0.00747 0.01411 753.2 21.3 145.3 S 3.033 0.1242 0.0000 19.517 0.00756 0.01412 768.1 22.2 147.0 S 3.067 0.1251 0.0000 19.518 0.00766 0.01414 783.0 232 148.7 S ' 3.100 0.1266 0.0000 19.520 0.00776 0.01416 798.1 24.1 150.4 S 3.133 0.1286 0.0000 19.521 0.00786 0.01418 813.5 25.0 152.1 S 3.167 0.1308 0.0000 19.522 0.00797 0.01420 829.0 26.0 153.8 S 3.200 0.1328 0.0000 19.524 0.00809 0.01422 844.8 26.9 �55.5 S 3.233 0.1346 0.0000 19.525 0.00821 0.01424 860.9 27.9 157.3 S ' 3.267 0.1362 0.0000 19.527 0.00833 0.01426 877.1 28.9 159.0 S 3.300 0.1375 0.0000 19.528 0.00845 0.01428 893.5 29.9 160.7 S 3.333 0.1387 0.0000 19.530 0.00857 0.01430 910.1 30.9 162.4 S 3.367 0.1398 0.0000 19.531 0.00869 0.01432 926.8 32.0 164.1 S 3.400 0.1407 0.0000 19.533 0.00881 0.01434 943.7 33.0 165.8 S ' 3.433 0.1416 0.0000 19.534 0.00893 0.01436 960.6 34.1 167.6 S 3.467 0.1423 0.0000 19.536 0.00905 0.01438 977.6 35.2 169.3 S 3.500 0.1431 0.0000 19.538 0.00916 0.01441 994.8 36.3 171.0 S 3.533 0.1436 0.0000 19.539 0.00927 0.01443 1012.0 37.4 172.7 S 3.567 0.1436 0.0000 19.541 0.00938 0.01445 1029.2 38.5 174.5 S 3.600 0.1431 0.0000 19.542 0.00948 0.01447 1046.4 39.6 1762 S , 3.633 0.1419 0.0000 19.544 0.00958 0.01449 1063.5 40.8 177.9 S 3.667 0.1406 0.0000 19.545 0.00966 0.01451 1080.4 41.9 179.7 S 3.700 0.1392 0.0000 19.547 0.00974 0.01453 1097.2 43.1 181.4 S 3.733 0.1381 0.0000 19.548 0.00981 0.01455 1113.9 442 1832 S 3.767 0.1371 0.0000 19.550 0.00988 0.01457 1130.4 45.4 184.9 S ' 3.800 0.1364 0.0000 19.551 0.00995 0.01459 1146.8 46.6 186.7 S 3.833 0.1357 0.0000 19.553 0.01001 0.01461 1163.1 47.8 168.4 S 3.867 0.1352 0.0000 19.554 0.01007 0.01463 1179.4 49.0 190.2 S 3.900 0.1348 0.0000 19.556 0,01013 0.01465 1195.6 50.2 191.9 S 3.933 0.1345 0.0000 19.557 0.01019 0.01467 1211.7 51.5 193.7 S � 3.967 0.1342 0.0000 19.559 0.01025 0.01469 1227.8 52.7 195.4 S 4.000 0.1339 0.0000 19.560 0.01031 0.01470 1243.9 53.9 197.2 S 4.033 0.1339 0.0000 19.561 0.01037 0.01472 1260.0 55.2 199.0 S 4.067 0.1342 0.0000 19.563 0.01044 0.01474 1276.1 56.4 200.7 S 4.100 0.1351 0.0000 19.564 0.01050 0.01476 1292.2 57.7 202.5 S 4.133 0.1366 0.0000 19.566 0.01058 0.01478 1308.5 58.9 204.3 S , 4.167 0.1384 0.0000 19.567 0.01066 0.01480 1325.0 602 206.1 S 4.200 0.1401 0.0000 19.569 0.01075 0.01482 1341.8 61.5 207.8 S 4.233 0.1417 0.0000 19.570 0.01084 0.01484 1358.7 62.8 209.6 S 4.267 0.1430 0.0000 19.572 0.01093 0.01486 1375.7 64.1 211.4 S 4.300 0.1442 0.0000 19.573 0.01103 0.01488 1393.0 65.4 213.2 S ' 4.333 0.1451 0.0000 19.575 0.01112 0.01490 1410.3 66.7 215.0 S 4.367 0.1460 0.0000 19.576 0.01122 0.01492 1427.8 68.1 216.8 S 4.400 0.1467 0.0000 19.578 0.01131 0.01494 1445.4 69.4 218.5 S 4.433 0.1474 0.0000 19.580 0.01141 0.01496 1463.0 70.8 220.3 S 4.467 0.1460 0.0000 19.581 0.01150 0.01498 1480.7 72.2 222.1 S 4.500 0.1485 0.0000 19.583 0.01159 0.01500 1498.5 73.5 223.9 S � 4.533 0.1492 0.0000 19.584 0.01169 0.01502 1516.4 74.9 225.7 S 4.567 0.1504 0.0000 19.586 0.01178 0.01504 1534.4 76.3 227.5 S 4.600 0.1522 0.0000 19.588 0.01188 0.01506 1552.5 77.8 229.3 S 4.633 0.1549 0.0000 19.589 0.01199 0.01508 1570.9 79.2 231.2 S 4.667 0.1580 0.0000 19.591 0.01211 0.01510 1589.7 80.6 233.0 S ' 4.700 0.1611 0.0000 19.593 0.01224 0.01513 '1608.9 82.1 234.8 S 4.733 0.1638 0.0000 19.594 0.01237 0.01515 '1628.3 83.6 236.6 S 4.767 0.1662 0.0000 19.596 0.01251 0.01517 1648.1 85.1 238.4 S 4.800 0.1682 0.0000 19.598 0.01265 0.01519 1668.2 86.6 240.2 S 4.833 0.1700 0.0000 19.600 0.01279 0.01522 1688.5 88.1 242.1 S ' 4.867 0.1715 0.0000 19.602 0.01293 0.01524 1709.0 89.7 243.9 S 4.900 0.1728 0.0000 19.604 0.01306 0.01526 '1729.6 91.2 245.7 S 4.933 0.1739 0.0000 19.605 0.01320 0.01529 1750.4 92.8 247.6 S 4.967 0.1750 0.0000 19.607 0.01333 0.01531 1771.4 94.4 249.4 S Clearwater Health-Dental Clinic 03-18-2013 10:2122 Page 37 ' ' , PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.1 :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'!s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 5.000 0.1759 0.0000 19.609 0.01346 0.01534 1792.4 96.0 251.2 S 5.033 0.1766 0.0000 19.611 0.01359 0.01536 1813.6 97.6 253.1 S ' 5.067 0.1770 0.0000 19.613 0.01371 0.01538 1834.8 99.2 254.9 S 5.100 0.1770 0.0000 19.615 0.01383 0.01541 1856.0 100.9 256.8 S 5.133 0.1768 0.0000 19.617 0.01395 0.01543 1877.3 102.6 258.6 S 5.167 0.1765 0.0000 19.619 0.01406 0.01545 1898.5 104.2 260.5 S 5.200 0.1762 0.0000 19.621 0.01416 0.01548 1919.6 105.9 262.3 S ' 5.233 0.1760 0.0000 19.623 0.01426 0.01550 1940.8 107.6 264.2 S 5.267 0.1758 0.0000 19.624 0.01436 0.01553 1961.9 109.4 266.0 S 5.300 0.1756 0.0000 19.626 0.01446 0.01555 1982.9 111.1 267.9 S 5.333 0.1756 0.0000 19.628 0.01455 0.01557 2004.0 112.8 269.8 S 5.367 0.1755 0.0000 19.630 0.01464 0.01560 2025.1 114.6 271.6 S 5.400 0.1754 0.0000 19.632 0.01473 0.01562 2046.1 116.3 273.5 S , 5.433 0.1754 0.0000 19.634 0.01482 0.01564 20672 118.1 275.4 S 5.467 0.1754 0.0000 19.636 0.01491 0.01566 2088.2 119.9 277.3 S 5.500 0.1754 0.0000 19.637 0.01500 0.01569 2109.3 121.7 279.1 S 5.533 0.�754 0.0000 19.639 0.01508 0.01571 2130.3 123.5 281.0 S 5.567 0.1754 0.0000 19.641 0.01517 0.01573 2151.4 125.3 282.9 S ' 5.600 0.1754 0.0000 19.643 0.01525 0.01576 2172.4 127.1 284.8 S 5.633 0.1754 0.0000 19.645 0.01534 0.01578 2193.5 129.0 286.7 S 5.667 0.1754 0.0000 19.647 0.01542 0.01580 2214.5 130.8 288.6 S 5.700 0.1754 0.0000 19.649 0.01550 0.01582 2235.5 132.7 290.5 S 5.733 0.1754 0.0000 19.650 0.01558 0.01585 2256.6 134.5 292.4 S ' S.767 0.1754 0.0000 19.652 0.01566 0.01587 2277.6 136.4 294.3 S 5.800 0.1754 0.0000 19.654 0.01574 0.01589 2298.7 138.3 296.2 S 5.833 0.1754 0.0000 19.656 0.01582 0.01591 2319.7 140.2 298.1 S 5.867 0.1754 0.0000 19.658 0.01590 0.01594 2340.8 142.1 300.0 S 5.900 0.1754 0.0000 19.660 0.01597 0.01596 2361.8 144.0 301.9 S 5.933 0.1754 0.0000 19.661 0.01605 0.01598 2382.9 145.9 303.9 S ' S.967 0.1755 0.0000 19.663 0.01612 0.01600 2403.9 147.9 305.8 S 6.000 0.1755 0.0000 19.665 0.01620 0.01602 2425.0 149.8 307.7 S 6.033 0.1758 0.0000 19.667 0.01628 0.01605 2446.1 151.8 309.6 S 6.067 0.1765 0.0000 19.669 0.01636 0.01607 2467.2 153.7 311.5 S 6.100 0.1777 0.0000 19.671 0.01644 0.01609 2488.4 155.7 313.5 S ' 6.133 0.1796 0.0000 19.673 0.01653 0.01611 2509.9 157.7 315.4 S 6.167 0.1816 0.0000 19.674 0.01663 0.01614 2531.6 159.6 317.3 S 6.200 0.1835 0.0000 19.676 0.01673 0.01616 2553.5 161.6 319.3 S 6.233 0.1852 0.0000 19.678 0.01683 0.01618 2575.6 163.7 3212 S 6.267 0.1866 0.0000 19.680 0.01694 0.01620 2597.9 165.7 323.2 S ' 6.300 0.1878 0.0000 19.662 0.01705 0.01623 2620.4 167.7 325.1 S 6.333 0.1889 0.0000 19.684 0.01716 0.01625 2643.0 169.8 327.1 S 6.367 0.1897 0.0000 19.686 0.01727 0.01627 2665.7 171.8 329.0 S 6.400 0.1905 0.0000 19.688 0.01738 0.01630 2688.5 173.9 331.0 S 6.433 0.1912 0.0000 19.690 0.01748 0.01632 2711.4 176.0 332.9 S 6.467 0.1918 0.0000 19.692 0.01759 0.01635 2734.4 178.1 334.9 S � 6.500 0.1924 0.0000 19.694 0.01769 0.01637 2757.4 180.2 336.8 S 6.533 0.1931 0.0000 19.696 0.01780 0.01639 2780.6 182.4 338.8 S 6.567 0.1941 0.0000 19.698 0.01790 0.01642 2803.8 184.5 340.8 S 6.600 0.1957 0.0000 19.700 0.01801 0.01644 2827.2 186.7 342.7 S 6.633 0.1978 0.0000 19.702 0.01813 0.01646 2850.8 188.8 344.7 S ' 6.667 0.2001 0.0000 19.704 0.01825 0.01649 2874.7 191.0 346.7 S 6.700 0.2023 0.0000 19.706 0.01837 0.01651 2898.8 1932 348.7 S 6.733 0.2042 0.0000 19.709 0.01850 0.01654 2923.2 195.4 350.7 S 6.767 0.2059 0.0000 19.711 0.01863 0.01656 2947.8 197.7 352.6 S 6.800 0.2073 0.0000 19.713 0.01876 0.01659 2972.6 199.9 354.6 S ' 6.833 0.2085 0.0000 19.715 0.01889 0.01661 2997.5 202.2 356.6 S 6.867 0.2095 0.0000 �9.717 0.01902 0.01664 3022.6 204.4 358.6 S 6.900 0.2104 0.0000 19.719 0.01915 0.01666 3047.8 206.7 360.6 S 6.933 0.2112 0.0000 19.722 0.01927 0.01669 3073.1 209.0 362.6 S 6.967 0.2119 0.0000 19.724 0.01940 0.01672 3098.5 211.3 364.6 S 7.000 02125 0.0000 19.726 0.01952 0.01674 3123.9 213.7 366.6 S ' 7.033 0.2133 0.0000 19.728 0.01964 0.01677 3149.5 216.0 368.6 S 7.067 0.2143 0.0000 19.730 0.01976 0.01679 3175.2 218.4 370.7 S 7.100 0.2158 0.0000 19.733 0.01989 0.01682 3201.0 220.8 372.7 S 7.133 0.2179 0.0000 19.735 0.02003 0.01684 3227.0 223.2 374.7 S 7.167 0.2202 0.0000 19.737 0.02016 0.01687 3253.3 225.6 376.7 S , 7200 0.2225 0.0000 19.740 0.02030 0.01690 3279.8 228.0 378.7 S 7.233 0.2244 0.0000 19.742 0.02044 0.01692 3306.7 230.4 380.8 S 7.267 0.2261 0.0000 19.744 0.02059 0.01695 3333.7 232.9 382.8 S 7.300 0.2276 0.0000 19.747 0.02073 0.01698 3360.9 235.4 384.8 S 7.333 0.2288 0.0000 19.749 0.02087 0.01700 3388.3 237.9 386.9 S , 7.367 0.2298 0.0000 19.751 0.02101 0.01703 3415.8 240.4 388.9 S 7.400 0.2308 0.0000 19.754 0.02115 0.01706 3443.5 242.9 391.0 S 7.433 0.2316 0.0000 19.756 0.02129 0.01709 3471.2 245.5 393.0 S 7.467 0.2323 0.0000 19.759 0.02143 0.01711 3499.0 248.0 395.1 S Clearwater Health-Dental Clinic 03-18-2013 10:21:22 Page 38 � � ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(fN) Type 7.500 0.2329 0.0000 19.761 0.02156 0.01714 3526.9 250.6 397.1 S ' 7.533 02336 0.0000 19.763 0.02169 0.01717 3554.9 2532 399.2 S 7.567 0.2344 0.0000 19.766 0.02182 0.01719 3583.0 255.8 4012 S 7.600 0.2354 0.0000 19.768 0.02196 0.01722 3611.2 258.5 403.3 S 7.633 0.2368 0.0000 19.771 0.02209 0.01725 3639.5 261.1 405.4 S 7.667 0.2383 0.0000 19.773 0.02223 0.01728 3668.0 263.8 407.4 S 7.700 0.2398 0.0000 19.776 0.02236 0.01730 3696.7 266.4 409.5 S ' 7.733 0.2411 0.0000 19.778 0.02250 0.01733 3725.6 269.1 411.6 S 7.767 0.2423 0.0000 19.781 0.02264 0.01736 3754.6 271.8 413.7 S 7.800 0.2432 0.0000 19.783 0.02278 0.01739 3783.7 274.6 415.8 S 7.833 0.2441 0.0000 19.786 0.02292 0.01742 3813.0 277.3 417.9 S 7.867 0.2448 0.0000 19.788 0.02305 0.01744 3842.3 280.1 419.9 S ' 7.900 0.2454 0.0000 19.791 0.02319 0.01747 3871.7 282.8 422.0 S 7.933 0.2459 0.0000 19.793 0.02332 0.01750 3901.2 285.6 424.1 S 7.967 0.2464 0.0000 19.796 0.02345 0.01753 3930.7 288.4 426.2 S 8.000 0.2469 0.0000 19.798 0.02358 0.01756 3960.3 291.2 428.3 S 8.033 0.2478 0.0000 19.801 0.02370 0.01758 3990.0 294.1 430.5 S 8.067 0.2492 0.0000 19.804 0.02384 0.01761 4019.8 296.9 432.6 S ' 8.100 0.2515 0.0000 19.806 0.02398 0.01764 4049.9 299.8 434.7 S 8.133 0.2544 0.0000 19.809 0.02412 0.01767 4080.2 302.7 436.8 S 8.167 0.2574 0.0000 19.811 0.02429 0.01770 4110.9 305.6 438.9 S 8.200 0.2602 0.0000 19.814 0.02445 0.01773 4142.0 308.5 441.0 S 8.233 0.2626 0.0000 19.817 0.02462 0.01776 4173.3 311.5 4432 S ' 8.267 0.2646 0.0000 19.819 0.02478 0.01779 4205.0 314.4 445.3 S 8.300 0.2663 0.0000 19.822 0.02495 0.01782 4236.8 317.4 447.4 S 8.333 0.2678 0.0000 19.825 0.02511 0.01784 4268.9 320.4 449.6 S 8.367 0.2690 0.0000 19.828 0.02528 0.01787 4301.1 323.4 451.7 S 8.400 0.2701 0.0000 19.830 0.02544 0.01790 4333.4 326.5 453.9 S ' 8.433 0.2711 0.0000 19.833 0.02560 0.01793 4365.9 329.5 456.0 S 8.467 0.2719 0.0000 19.836 0.02575 0.01796 4398.5 332.6 458.2 S 8.500 0.2728 0.0000 19.839 0.02591 0.01799 4431.2 335.7 460.3 S 8.533 0.2740 0.0000 19.842 0.02606 0.01802 4464.0 338.8 462.5 S 8.567 0.2761 0.0000 19.844 0.02622 0.01806 4497.0 342.0 464.7 S 8.600 0.2792 0.0000 19.847 0.02639 0.01809 4530.3 345.1 466.8 S ' 8.633 0.2835 0.0000 19.850 0.02657 0.01812 4564.1 348.3 469.0 S 8.667 0.2879 0.0000 19.853 0.02676 0.01815 4598.3 351.5 471.2 S 8.700 0.2920 0.0000 19.856 0.02696 0.01818 4633.1 354.7 473.4 S 8.733 0.2956 0.0000 19.859 0.02717 0.01821 4668.4 358.0 475.5 S 8.767 0.2986 0.0000 19.862 0.02738 0.01824 4704.0 361.3 477.7 S 1 8 800 0 3012 0 0000 19 865 0.02758 0 01828 4740 0 364 6 479 9 S 8.833 0.3033 0.0000 19.868 0.02779 0.01831 4776.3 367.9 482.1 S 8.867 0.3052 0.0000 19.872 0.02800 0.01834 4812.8 371.2 484.3 S 8.900 0.3068 0.0000 19.875 0.02820 0.01838 4849.5 374.6 486.5 S 8.933 0.3082 0.0000 19.878 0.02840 0.01841 4886.4 378.0 488.7 S , 8.967 0.3095 0.0000 ?9.88? Q.02854 O.Q1$44 4923.5 381.4 490.9 S 9.000 0.3107 0.0000 19.884 0.02879 0.01848 4960.7 384.9 493.2 S 9.033 0.3119 0.0000 19.887 0.02898 0.01851 4998.1 388.3 495.4 S 9.067 0.3134 0.0000 19.891 0.02917 0.01854 5035.6 391.8 497.6 S 9.100 0.3154 0.0000 19.894 0.02936 0.01858 5073.3 395.3 499.8 S 9.133 0.3180 0.0000 19.897 0.02955 0.01861 5111.3 398.9 502.1 S , 9.167 0.3206 0.0000 19.900 0.02975 0.01864 5149.6 402.4 504.3 S 9.200 0.3231 0.0000 19.904 0.02996 0.01868 5188.3 406.0 506.5 S 9.233 0.3252 0.0000 19.907 0.03016 0.01871 5227.2 409.6 508.8 S 9.267 0.3270 0.0000 19.910 0.03036 0.01875 5266.3 4132 511.0 S 9.300 0.3286 0.0000 19.914 0.03056 0.01878 5305.6 416.9 513.3 S ' 9.333 0.3299 0.0000 19.917 0.03076 0.01881 5345.1 420.6 515.5 S 9.367 0.3310 0.0000 19.920 0.03096 0.01885 5384.8 424.3 517.8 S 9.400 0.3320 0.0000 19.924 0.03115 0.01888 5424.6 428.0 520.0 S 9.433 0.3329 0.0000 19.927 0.03134 0.01892 5464.5 431.7 522.3 S 9.467 0.3337 0.0000 19.931 0.03153 0.01895 5504.5 435.5 524.6 S ' 9.500 0.3344 0.0000 19.934 0.03171 0.01899 5544.6 439.3 526.9 S 9.533 0.3356 0.0000 19.937 0.03190 0.01902 5584.7 443.1 529.1 S 9.567 0.3379 0.0000 19.941 0.03209 0.01906 5625.2 447.0 531.4 S 9.600 0.3418 0.0000 19.944 0.03229 0.01909 5665.9 450.8 533.7 S 9.633 0.3477 0.0000 19.948 0.03251 0.01913 5707.3 454.7 536.0 S 9.667 0.3540 0.0000 19.951 0.03275 0.01916 5749.4 458.6 538.3 S ' 9.700 0.3600 0.0000 19.955 0.03300 0.01920 5792.3 462.6 540.6 S 9.733 0.3653 0.0000 19.959 0.03326 0.01924 5835.8 466.6 542.9 S 9.767 0.3698 0.0000 19.962 0.03353 0.01927 5679.9 470.6 545.2 S 9.800 0.3737 0.0000 19.966 0.03380 0.01931 5924.5 474.6 547.5 S 9.833 0.3769 0.0000 19.970 0.03407 0.01935 5969.5 478.7 549.9 S ' 9.867 0.3796 0.0000 19.974 0.03434 0.01939 6014.9 482.8 552.2 S 9.900 0.3820 0.0000 19.978 0.03460 0.01943 6060.6 486.9 554.5 S 9.933 0.3841 0.0000 19.982 0.03486 0.01947 6106.6 491.1 556.9 S 9.967 0.3859 0.0000 19.985 0.03511 0.01950 6152.8 495.3 559.2 S Ciearwater Health-Dental Clinic 03-18-2013 10:2122 Page 39 ' , ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 10.000 0.3876 0.0000 19.989 0.03536 0.01954 6199.2 499.5 561.5 S 10.033 0.3899 0.0000 19.993 0.03561 0.01958 6245.8 503.8 563.9 S ' 10.067 0.3939 0.0000 19.997 0.03587 0.01962 6292.9 508.1 566.2 S 10.100 0.4005 0.0000 20.001 0.03615 0.01966 6340.5 512.4 568.6 S 10.133 0.4102 0.0000 20.005 0.03646 0.01970 6389.2 516.7 570.9 S 10.167 0.4210 0.0000 20.010 0.03680 0.01974 6439.0 521.1 573.3 S 10.200 0.4314 0.0000 20.014 0.03716 0.01978 6490.2 525.6 575.7 S , 10.233 0.4407 0.0000 20.018 0.03754 0.01983 6542.5 530.0 578.1 S 10.267 0.4486 0.0000 20.023 0.03793 0.01987 6595.9 534.6 580.4 S 10.300 0.4553 0.0000 20.028 0.03832 0.01992 6650.1 539.1 582.8 S 10.333 0.4610 0.0000 20.032 0.03872 0.01996 6705.1 543.8 585.2 S 10.367 0.4658 0.0000 20.037 0.03911 0.02001 6760.7 548.4 587.6 S 10.400 0.4699 0.0000 20.042 0.03949 0.02005 6816.8 553.2 590.0 S ' 10.433 0.4736 0.0000 20.046 0.03987 0.02010 6873.4 557.9 592.4 S 10.467 0.4768 0.0000 20.051 0.04023 0.02015 6930.5 562.7 594.9 S 10.500 0.4797 0.0000 20.056 0.04060 0.02019 6987.9 567.6 597.3 S 10.533 0.4836 0.0000 20.061 0.04096 0.02024 7045.7 572.5 599.7 S 10.567 0.4901 0.0000 20.066 0.04134 0.02029 7104.1 577.4 602.1 S ' 10.600 0.5008 0.0000 20.071 0.04175 0.02033 7163.5 582.4 604.6 S 10.633 0.5168 0.0000 20.076 0.04220 0.02038 7224.6 587.4 607.0 S 10.667 0.5352 0.0000 20.082 0.04272 0.02043 7287.7 592.5 609.5 S 10.700 0.5533 0.0000 20.087 0.04328 0.02049 7353.0 597.7 611.9 S 10.733 0.5695 0.0000 20.093 0.04386 0.02054 7420.4 602.9 614.4 S 10.767 0.5834 0.0000 20.099 0.04446 0.02059 7489.6 608.2 616.8 S ' 10.800 0.5951 0.0000 20.105 0.04507 0.02065 7560.3 613.6 619.3 S 10.833 0.6050 0.0000 20.111 0.04568 0.02071 7632.3 619.0 621.8 S 10.867 0.6134 0.0000 20.117 0.04628 0.02077 7705.4 624.5 624.3 S 10.900 0.6207 0.0000 20.123 0.04687 0.02082 7779.4 630.1 626.8 S 10.933 0.6271 0.0000 20.130 0.04745 0.02088 7854.3 635.8 629.3 S ' 10.967 0.6328 0.0000 20.136 0.04802 0.02094 7929.9 641.5 631.8 S 11.000 0.6391 0.0000 20.143 0.04859 0.02100 8006.2 647.3 634.3 S 11.033 0.6497 0.0000 20.149 0.04918 0.02106 8083.6 653.2 636.8 S 11.067 0.6674 0.0000 20.156 0.04981 0.02112 8162.6 659.1 639.4 S 11.100 0.6953 0.0000 20.163 0.05054 0.02119 8244.4 665.1 641.9 S ' 11.133 0.7319 0.0000 20.170 0.05137 0.02125 6330.0 6712 644.5 S 11.167 0.7695 0.0000 20.178 0.05230 0.02132 8420.1 677.5 647.0 S 11.200 0.8050 0.0000 20.186 0.05331 0.02139 8514.5 683.8 649.6 S 11.233 0.8364 0.0000 20.194 0.05438 0.02147 6613.0 690.3 652.1 S 11.267 0.8636 0.0000 20203 0.05547 0.02155 8715.0 696.8 654.7 S , 11.300 0.8874 0.0000 20.212 0.05658 0.02163 8820.1 703.6 657.3 S 11.333 0.9082 0.0000 20.221 0.05768 0.02171 8927.8 710.4 659.9 S 11.367 0.9267 0.0000 20230 0.05878 0.02179 9037.9 717.4 662.5 S 11.400 0.9435 0.0000 20.240 0.05987 0.02188 9150.1 724.5 665.1 S 11.433 0.9587 0.0000 20.249 0.06095 0.02196 9264.3 731.8 667.8 S 11.467 0.9728 0.0000 20.259 0.06201 0.02205 9380.2 739.2 670.4 S , 11.500 0.9940 0.0000 20.269 0.06318 0.02214 94982 746.7 673.1 S �1.533 1.0850 0.0000 20280 0.06473 0.02223 9622.9 754.3 675.7 S 11.567 1.2937 0.0000 20.292 0.06718 0.02233 9765.6 762.2 678.4 S 11.600 1.6736 0.0000 20.307 0.07112 0.02246 9943.7 770.4 681.1 S 11.633 2.2254 0.0000 20.327 0.07695 0.02264 10177.6 779.3 683.8 S ' 11.667 2.8120 0.0000 20.354 0.08462 0.02286 10479.9 788.9 686.5 S 11.700 3.3825 0.0000 20.386 0.09380 0.02313 10851.5 799.6 689.3 S 11.733 3.8947 0.0000 20.424 0.10404 0.02344 11288.2 811.4 692.1 S 11.767 4.3465 0.0000 20.466 0.11495 0.02379 11782.6 824.6 694.9 S 11.800 4.7467 0.0000 20.513 0.12616 0.02416 12328.2 839.0 697.8 S ' 11.833 5.1020 0.0000 20.562 0.13744 0.02456 12919.1 854.8 700.7 S 11.867 5.4220 0.0000 20.614 0.14864 0.02496 13550.6 872.0 703.7 S 11.900 5.7145 0.0000 20.668 0.15968 0.02538 14218.8 890.5 706.7 S 11.933 5.9842 0.0000 20.724 0.17049 0.02580 14920.7 910.3 709.8 S 71.967 6.2340 0.0000 20.782 0.18106 0.02623 15653.8 931.4 712.9 S 12.000 6.4744 0.0000 20.840 0.19131 0.02665 16416.3 953.8 716.1 S ' 12.033 6.6290 0.0000 20.900 0.20099 0.02708 17202.5 977.3 719.3 S 12.067 6.6640 0.0000 20.959 0.20971 0.02750 18000.0 1002.0 722.6 S 12.100 6.5266 0.0000 21.017 0.21692 0.02790 18791.5 1027.7 725.9 S 12.133 6.1999 0.0000 21.071 0.22227 0.02828 19555.1 1054.1 729.3 S 12.167 5.8297 0.0000 21.121 0.22584 0.02862 20276.8 1081.0 732.7 S , 12.200 5.4660 0.0000 21.168 0.22798 0.02893 20954.6 1108.3 736.1 S 12233 5.1543 0.0000 21.210 0.22909 0.02921 2'1591.8 1135.7 739.6 S 12.267 4.8976 0.0000 21.250 0.22952 0.02947 22794.9 1163.3 743.1 S 12.300 4.6859 0.0000 21.287 0.22954 0.02972 22769.9 1190.8 746.7 S 12.333 4.5128 0.0000 21.322 0.22933 0.02994 23321.9 1218.4 750.3 S 12.367 4.3682 0.0000 21.356 0.22899 0.03016 23854.7 1245.9 753.9 S , 12.400 4.2455 0.0000 21.388 0.22860 0.03036 24371.5 1273.3 757.5 S 12.433 4.1395 0.0000 21.419 0.22818 0.03056 24874.6 1300.7 761.2 S 12.467 4.0483 0.0000 21.449 0.22776 0.03075 25365.9 1328.1 764.8 S Clearwater Health-Dental Clinic 03-18-2013 1021:22 Page 40 � _ _ _ _ _ ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(R') Volume(ft') Type 12.500 3.9581 0.0000 21.477 0.22733 0.03093 25846.3 1355.4 768.5 S 12.533 3.6631 0.0000 21.505 0.22682 0.03110 26315.6 1382.6 772.3 S ' 12.567 3.7342 0.0000 21.532 0.22611 0.03126 26771.4 1409.8 776.0 S 12.600 3.5487 0.0000 21.557 0.22504 0.03142 27208.4 1436.9 779.8 S 12.633 3.2970 0.0000 21.581 0.22348 0.03157 27619.1 1463.8 783.5 S 12.667 3.0315 0.0000 21.602 0.22142 0.03170 27998.8 1490.5 787.3 S 12.700 2.7767 0.0000 21.622 021897 0.03181 28347.3 1517.0 791.2 S , 12.733 2.5515 0.0000 21.640 0.21626 0.03192 28667.0 1543.1 795.0 S 12.767 2.3578 0.0000 21.656 0.21342 0.03202 28961.6 1568.9 798.8 S 12.800 2.1919 0.0000 21.670 0.21053 0.03211 29234.6 1594.3 802.7 S 12.833 2.0503 0.0000 21.684 0.20767 0.03219 29489.1 1619.4 806.5 S 12.867 1.9298 0.0000 21.696 0.20487 0.03226 29727.9 1644.1 810.4 S ' 12.900 1.8246 0.0000 21.708 0.20216 0.03233 29953.2 1668.6 814.3 S 12.933 1.7325 0.0000 21.719 0.19955 0.03240 30166.6 1692.7 818.1 S 12.967 1.6524 0.0000 21.729 0.19704 0.03246 30369.7 1716.5 822.0 S 13.000 1.5792 0.0000 21.739 0.19464 0.03252 30563.6 1740.0 825.9 S 13.033 1.5141 0.0000 21.748 0.19233 0.03257 30749.2 1763.2 829.8 S 13.067 1.4514 0.0000 21.757 0.19011 0.03263 30927.1 1786.1 833.8 S ' 13.100 1.3874 0.0000 21.766 0.18794 0.03268 31097.4 1808.8 837.7 S 13.133 1.3201 0.0000 21.774 0.18581 0.03272 31259.9 1831.2 841.6 S 13.167 12548 0.0000 21.781 0.18371 0.0327� 31414.4 1853.4 845.5 S 13.200 1.1953 0.0000 21.788 0.18166 0.03281 31561.4 1875.3 849.5 S 13.233 1.1431 0.0000 21.795 0.17965 0.03285 31701.7 1897.0 853.4 S ' 13.267 1.0986 0.0000 21.801 0.17772 0.03288 31836.2 1918.4 857.3 S 13.300 1.0610 0.0000 21.807 0.17586 0.03292 31965.8 1939.6 861.3 S 13.333 1.0297 0.0000 21.813 0.17408 0.03295 32091.2 1960.6 865.2 S 13.367 1.0030 0.0000 21.818 0.17238 0.03299 32213.2 1981.4 8692 S 13.400 0.9797 0.0000 21.824 0.17076 0.03302 32332.1 2002.0 873.2 S ' 13.433 0.9594 0.0000 21.829 0.16921 0.03305 32448.5 2022.4 877.1 S 13.467 0.9418 0.0000 21.834 0.16774 0.03308 32562.6 2042.6 881.1 S 13.500 0.9263 0.0000 21.839 0.16634 0.03311 32674.6 2062.7 885.1 S 13.533 0.9119 0.0000 21.844 0.16499 0.03314 32784.9 2082.5 889.0 S 13.567 0.8969 0.0000 21.849 0.16370 0.03316 32893.5 2102.3 893.0 S 13.600 0.8796 0.0000 21.854 0.16244 0.03319 33000.1 2121.8 897.0 S ' 13.633 0.8593 0.0000 21.858 0.16121 0.03322 33104.4 2141.2 901.0 S 13.667 0.8381 0.0000 21.863 0.16000 0.03324 33206.2 2160.5 905.0 S 13.700 0.8184 0.0000 21.867 0.15881 0.03327 33305.6 2179.6 909.0 S 13.733 0.8011 0.0000 21.871 0.15765 0.03329 33402.8 2198.6 912.9 S 13.767 0.7865 0.0000 21.875 0.15653 0.03332 33498.0 2217.5 916.9 S � 13.800 0.7745 0.0000 21.879 0.15544 0.03334 33591.7 2236.2 920.9 S 13.833 0.7648 0.0000 21.883 0.15439 0.03336 33684.1 2254.8 924.9 S 13.867 0.7565 0.0000 21.887 0.15339 0.03339 33775.3 2273.3 929.0 S 13.900 0.7495 0.0000 21.891 0.15242 0.03341 33865.7 2291.6 933.0 S 13.933 0.7433 0.0000 21.895 0.15148 0.03343 33955.3 2309.8 937.0 S ' 13.967 0.7380 0.0000 21.899 0.15059 0.03345 34044.2 2328.0 941.0 S 14.000 0.7329 0.0000 21.902 0.14972 0.03347 34132.4 2346.0 945.0 S 14.033 0.7268 0.0000 21.906 0.14888 0.03349 34220.0 2363.9 949.0 S 14.067 0.7184 0.0000 21.910 0.14805 0.03352 34306.7 2381.7 953.0 S 14.100 0.7066 0.0000 21.913 0.14723 0.03354 34392.2 2399.4 957.1 S 14.133 0.6920 0.0000 21.917 0.14641 0.03356 34476.1 2417.0 961.1 S ' 14.167 0.6774 0.0000 21.920 0.14559 0.03356 34558.3 2434.6 965.1 S 14.200 0.6640 0.0000 21.923 0.14477 0.03359 34638.8 2452.0 969.1 S 14.233 0.6524 0.0000 21.927 0.14397 0.03361 34717.8 2469.3 973.2 S 14.267 0.6427 0.0000 21.930 0.14317 0.03363 34795.5 2486.5 977.2 S 14.300 0.6345 0.0000 21.933 0.14240 0.03365 34872.1 2503.7 981.2 S ' 14.333 0.6276 0.0000 21.936 0.14165 0.03367 34947.8 2520.7 985.3 S 14.367 0.6218 0.0000 21.939 0.14092 0.03368 35022.8 2537.7 989.3 S 14.400 0.6167 0.0000 21.942 0.14021 0.03370 35097.1 2554.5 993.4 S 14.433 0.6123 0.0000 21.945 0.13952 0.03372 35170.8 2571.3 997.4 S 14.467 0.6085 0.0000 21.948 0.13885 0.03373 35244.1 2588.0 1001.5 S ' 14.500 0.6048 0.0000 21.951 0.13820 0.03375 35316.9 2604.6 1005.5 S 14.533 0.6006 0.0000 21.953 0.13757 0.03377 353892 2621.2 1009.6 S 14.567 0.5947 0.0000 21.956 0.13694 0.03378 35460.9 2637.7 1013.6 S 14.600 0.5864 0.0000 21.959 0.13632 0.03380 35531.8 2654.1 1017.7 S 14.633 0.5757 0.0000 21.962 0.13569 0.03381 35601.5 2670.4 1021.7 S 14.667 0.5648 0.0000 21.964 0.13505 0.03383 35669.9 2686.6 1025.8 S � 14.700 0.5547 0.0000 2'1.967 0.13442 0.03384 35737.1 2702.8 1029.8 S 14.733 0.5460 0.0000 21.970 0.13380 0.03386 35803.2 2718.9 1033.9 S 14.767 0.5387 0.0000 21.972 0.13317 0.03387 35868.2 2734.9 1038.0 S 14.800 0.5324 0.0000 21.974 0.13256 0.03389 35932.5 2750.8 1042.0 S 14.833 0.5272 0.0000 21.977 0.13197 0.03390 35996.1 2766.7 1046.1 S ' 14.867 0.5228 0.0000 21.979 0.13139 0.03391 36059.1 2782.5 1050.2 S 14.900 0.5190 0.0000 21.982 0.13083 0.03393 36121.6 2798.2 1054.2 S 14.933 0.5157 0.0000 21.984 0.13028 0.03394 36183.7 2813.9 7058.3 S 14.967 0.5128 0.0000 21.986 0.12974 0.03395 36245.4 2829.5 1062.4 S Clearwater Health-Dental Clinic 03-18-2013 10:21:23 Page 41 , ' PONDS Version 3.2.0147 ' Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative , Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 15.000 0.5101 0.0000 21.988 0.12922 0.03397 36306.8 2845.0 1066.5 S 15.033 0.5075 0.0000 21.991 0.12871 0.03398 36367.8 2860.5 1070.5 S ' 15.067 0.5046 0.0000 21.993 0.12821 0.03399 36428.5 2875.9 1074.6 S 15.100 0.5010 0.0000 21.995 0.12772 0.03400 36488.9 2891.3 1078.7 S 15.133 0.4966 0.0000 21.997 0.12723 0.03402 36548.7 2906.6 1082.8 S 15.167 0.4923 0.0000 22.000 0.12675 0.03403 36608.1 2921.8 1086.9 S 15.200 0.4883 0.0000 22.002 0.12627 0.03404 36666.9 2937.0 1090.9 S 15.233 0.4848 0.0000 22.004 0.12580 0.03405 36725.3 2952.1 1095.0 S ' 15.267 0.4818 0.0000 22.006 0.12534 0.03407 36783.3 2967.2 1099.1 S 15.300 0.4794 0.0000 22.008 0.12489 0.03408 36841.0 2982.2 1103.2 S 15.333 0.4773 0.0000 22.010 0.12445 0.03409 36898.4 2997.2 1107.3 S 15.367 0.4756 0.0000 22.012 0.12402 0.03410 36955.5 3012.1 1111.4 S 15.400 0.4741 0.0000 22.014 0.12360 0.03411 37012.5 3026.9 1115.5 S ' 15.433 0.4728 0.0000 22.016 0.12319 0.03412 37069.3 3041.7 1119.6 S 15.467 0.4717 0.0000 22.018 0.12278 0.03414 37126.0 3056.5 1123.7 S 15.500 0.4707 0.0000 22.021 0.12239 0.03415 37182.5 3071.2 1127.8 S 15.533 0.4692 0.0000 22.023 0.12200 0.03416 37238.9 3085.9 1131.9 S 15.567 0.4667 0.0000 22.025 0.12162 0.03417 37295.1 3100.5 1136.0 S ' 15.600 0.4624 0.0000 22.027 0.12123 0.03418 37350.8 3115.1 1140.1 S 15.633 0.4563 0.0000 22.029 0.12084 0.03419 37405.9 3129.6 1144.2 S 15.667 0.4497 0.0000 22.031 0.12044 0.03420 37460.3 3144.1 1148.3 S 15.700 0.4435 0.0000 22.032 0.12004 0.03421 37513.9 3158.5 1152.4 S 15.733 0.4380 0.0000 22.034 0.11963 0.03423 37566.8 3172.9 1156.5 S 15.767 0.4333 0.0000 22.036 0.11923 0.03424 37619.1 3187.2 1160.6 S ' 15.800 0.4295 0.0000 22.038 0.11884 0.03425 37670.8 3201.5 1164.7 S 15.833 0.4262 0.0000 22.040 0.11845 0.03426 37722.2 3215.7 1168.8 S 15.867 0.4235 0.0000 22.041 0.11807 0.03427 37773.1 3229.9 1172.9 S 15.900 0.4211 0.0000 22.043 0.11769 0.03428 37823.8 3244.1 1177.0 S 15.933 0.4190 0.0000 22.045 0.11733 0.03429 37874.2 3258.2 1181.2 S � 15.967 0.4172 0.0000 22.047 0.11697 0.03429 37924.4 3272.2 1185.3 S 16.000 0.4156 0.0000 22.048 0.11661 0.03430 37974.4 3286.2 1189.4 S 16.033 0.4139 0.0000 22.050 0.11627 0.03431 38024.1 3300.2 1193.5 S 16.067 0.4119 0.0000 22.052 0.11592 0.03432 38073.7 3314.1 1197.6 S 16.100 0.4091 0.0000 22.053 0.11558 0.03433 38122.9 3328.0 1201.7 S ' 16.133 0.4054 0.0000 22.055 0.11524 0.03434 38171.8 3341.9 1205.9 S 16.167 0.4016 0.0000 22.057 0.11490 0.03435 38220.2 3355.7 1210.0 S 16.200 0.3978 0.0000 22.058 0.11456 0.03436 38268.2 3369.5 1214.1 S 16.233 0.3945 0.0000 22.060 0.11422 0.03437 38315.7 3383.2 1218.2 S 16.267 0.3917 0.0000 22.062 0.11388 0.03438 38362.9 3396.9 1222.3 S 16.300 0.3894 0.0000 22.063 0.11355 0.03439 38409.8 3410.5 1226.5 S ' 16.333 0.3874 0.0000 22.065 0.11322 0.03440 38456.4 3424.1 1230.6 S 16.367 0.3857 0.0000 22.066 0.11290 0.03440 38502.8 3437.7 1234.7 S 16.400 0.3842 0.0000 22.068 0.11259 0.03441 38549.0 3451.2 1238.9 S 16.433 0.3830 0.0000 22.069 0.11228 0.03442 38595.0 3464.7 1243.0 S 16.467 0.3819 0.0000 22.071 0.11198 0.03443 38640.9 3478.2 1247.1 S ' 16.500 0.3809 0.0000 22.072 0.11168 0.03444 38686.7 3491.6 1251.3 S 16.533 0.3800 0.0000 22.074 0.11139 0.03445 36732.3 3505.0 1255.4 S 16.567 0.3789 0.0000 22.075 0.11110 0.03446 36777.8 3518.3 1259.5 S 16.600 0.3776 0.0000 22.077 0.11082 0.03446 38823.2 3531.6 1263.7 S 16.633 0.3759 0.0000 22.078 0.11053 0.03447 38868.4 3544.9 1267.6 S , 16.667 0.3741 0.0000 22.080 0.11025 0.03448 38913.4 3558.2 1271.9 S 16.700 0.3723 0.0000 22.081 0.10997 0.03449 38958.2 3571.4 1276.1 S 16.733 0.3708 0.0000 22.083 0.10970 0.03450 39002.8 3584.6 1280.2 S 16.767 0.3695 0.0000 22.084 0.10943 0.03451 39047.2 3597.7 1284.3 S 16.800 0.3684 0.0000 22.086 0.10916 0.03451 39091.5 3610.8 1288.5 S 16.833 0.3675 0.0000 22.067 0.10889 0.03452 39135.7 3623.9 1292.6 S ' 16.867 0.3667 D.0000 22.088 0.10864 0.03453 39179.7 3637.0 1296.8 S 16.900 0.3661 0.0000 22.090 0.10838 0.03454 39223.7 3650.0 1300.9 S 16.933 0.3655 0.0000 22.091 0.10813 0.03455 39267.6 3663.0 1305.1 S 16.967 0.3651 0.0000 22.093 0.10788 0.03455 39311.4 3675.9 1309.2 S 17.000 0.3646 0.0000 22.094 0.10764 0.03456 39355.2 3688.9 1313.4 S ' 17.033 0.3640 0.0000 22.096 0.10740 0.03457 39398.9 3701.8 1317.5 S 17.067 0.3630 0.0000 22.097 0.10716 0.03458 39442.5 3714.6 1321.7 S 17.100 0.3615 0.0000 22.098 0.10692 0.03458 39486.0 3727.5 1325.8 S 17.133 0.3597 0.0000 22.100 0.10669 0.03459 39529.3 3740.3 1330.0 S 17.167 0.3578 0.0000 22.101 0.10645 0.03460 39572.3 3753.1 1334.1 S � 17.200 0.3561 0.0000 22.103 0.10621 0.03461 39615.1 3765.8 1338.3 S 17.233 0.3546 0.0000 22.104 0.10598 0.03462 39657.8 3778.6 1342.4 S 17.267 0.3533 0.0000 22.105 0.10574 0.03462 39700.3 3791.3 1346.6 S 17.300 0.3523 0.0000 22.107 0.10551 0.03463 39742.6 3804.0 1350.7 S 17.333 0.3515 0.0000 22.108 0.10529 0.03464 39784.8 3816.6 1354.9 S 17.367 0.3507 0.0000 22.109 0.10506 0.03465 39827.0 3829.2 1359.0 S ' 17.400 0.3501 0.0000 22.111 0.10484 0.03465 39869.0 3841.8 13632 S 17.433 0.3496 0.0000 22.112 0.10463 0.03466 39911.0 3854.4 1367.3 S 17.467 0.3491 0.0000 22.113 0.10441 0.03467 39952.9 3866.9 1371.5 S Clearwater Health-Dental Clinic 03-18-2013 1021:23 Page 42 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.1 :: Scenario 6 :: 100 year-24 hourStorm Wet Pond(1.6 acre Basin) � Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (fflday) (k datum) (ft'/s) (ft'/s) Volume(ft) Volume(ft') Volume(ft') Type 17.500 0.3486 0.0000 22.115 0.10420 0.03468 39994.8 3879.4 1375.7 S 17.533 0.3473 0.0000 22.116 0.10399 0.03468 4D036.5 3891.9 1379.8 S ' 17.567 0.3448 0.0000 22.117 0.10377 0.03469 40076.0 3904.4 1384.0 S 17.600 0.3404 0.0000 22.119 0.10355 0.03470 40119.2 3916.8 1388.2 S 17.633 0.3342 0.0000 22.120 0.10332 0.03470 40159.6 3929.3 1392.3 S 17.667 0.3277 0.0000 22.121 0.10307 0.03471 40199.4 3941.6 1396.5 S 17.700 0.3217 0.0000 22.122 0.10282 0.03472 40238.3 3954.0 1400.7 S � 17.733 0.3164 0.0000 22.123 0.10256 0.03472 40276.6 3966.3 1404.8 S 17.767 0.3120 0.0000 22.125 0.10230 0.03473 40314.3 3978.6 1409.0 S 17.800 0.3083 0.0000 22.126 0.10204 0.03474 40351.5 3990.9 1413.2 S 17.833 0.3052 0.0000 22.127 0.10179 0.03474 40388.3 4003.1 1417.3 S 17.867 0.3025 0.0000 22.128 0.10154 0.03475 4D424.8 4015.3 1421.5 S 17.900 0.3002 0.0000 22.129 0.10129 0.03475 40461.0 4027.5 1425.7 S ' 17.933 0.2982 0.0000 22.130 0.10104 0.03476 40496.9 4039.6 1429.8 S 17.967 0.2964 0.0000 22.131 0.10080 0.03477 40532.5 4051.7 1434.0 S 18.000 0.2948 0.0000 22.132 0.10057 0.03477 40568.0 4063.8 1438.2 S 18.033 0.2938 0.0000 22.133 0.10034 0.03478 40603.3 4075.9 1442.3 S 18.067 0.2936 0.0000 22.134 0.10011 0.03478 40638.6 4087.9 1446.5 S ' 18.100 0.2944 0.0000 22.135 0.09990 0.03479 40673.8 4099.9 1450.7 S 18.133 0.2965 0.0000 22.136 0.09969 0.03479 40709.3 4111.9 1454.9 S 18.167 0.2988 0.0000 22.137 0.09950 0.03480 40745.0 4123.8 1459.0 S 18.200 0.3010 0.0000 22.138 0.09931 0.03481 40781.0 4135.7 1463.2 S 18.233 0.3030 0.0000 22.139 0.09913 0.03481 40817.3 4147.6 1467.4 S ' 18.267 0.3046 0.0000 22.140 0.09896 0.03482 40853.7 4159.5 1471.6 S 18.300 0.3060 0.0000 22.141 0.09879 0.03482 40890.3 4171.4 1475.8 S 18.333 0.3071 0.0000 22.142 0.09862 0.03483 40927.1 4183.2 1479.9 S 18.367 0.3081 0.0000 22.144 0.09846 0.03484 40964.0 4195.1 1484.1 S 18.400 0.3090 0.0000 22.145 0.09830 0.03484 41001.1 4206.9 1488.3 S 18.433 0.3097 0.0000 22.146 0.09815 0.03485 41038.2 4218.7 1492.5 S ' 18.467 0.3104 0.0000 22.147 0.09799 0.03485 41075.4 4230.4 1496.7 S 18.500 0.3110 0.0000 22.148 0.09784 0.03486 41112.7 4242.2 1500.8 S 18.533 0.3109 0.0000 22.149 0.09769 0.03487 41150.0 4253.9 1505.0 S 18.567 0.3096 0.0000 22.150 0.09753 0.03487 41187.2 4265.6 1509.2 S 18.600 0.3064 0.0000 22.151 0.09736 0.03488 41224.2 4277.3 1513.4 S � 18.633 0.3011 0.0000 22.152 0.09719 0.03489 41260.6 4289.0 1517.6 S 18.667 0.2952 0.0000 22.153 0.09701 0.03489 41296.4 4300.6 1521.8 S 18.700 0.2895 0.0000 22.154 0.09681 0.03490 41331.5 4312.3 1526.0 S 18.733 0.2846 0.0000 22.155 0.09660 0.03490 41365.9 4323.9 1530.1 S 18.767 0.2804 0.0000 22.156 0.09639 0.03491 41399.8 4335.4 1534.3 S , 18.800 0.2769 0.0000 22.157 0.09618 0.03491 41433.3 4347.0 1538.5 S 18.833 0.2740 0.0000 22.158 0.09597 0.03492 41466.3 4358.5 1542.7 S 18.867 0.2715 0.0000 22.159 0.09576 0.03492 41499.1 4370.0 1546.9 S 18.900 0.2694 0.0000 22.160 0.09556 0.03493 41531.5 4381.5 1551.1 S 18.933 0.2675 0.0000 22.161 0.09536 0.03493 41563.7 4393.0 1555.3 S 18.967 0.2659 0.0000 22.162 0.095�6 0.03494 41595.7 4404.4 1559.5 S ' 19.000 0.2644 0.0000 22.163 0.09496 0.03494 41627.6 4415.8 1563.7 S 19.033 02634 0.0000 22.163 0.09477 0.03495 41659.2 4427.2 1567.9 S 19.067 0.2631 0.0000 22.164 0.09458 0.03495 41690.8 4438.6 1572.1 S 19.100 0.2638 0.0000 22.165 0.09440 0.03496 41722.4 4449.9 1576.3 S 19.133 0.2657 0.0000 22.166 0.09423 0.03496 41754.2 44612 1580.4 S ' 19.167 0.2680 0.0000 22.167 0.09407 0.03496 41786.2 4472.5 1584.6 S 19.200 0.2703 0.0000 22.168 0.09392 0.03497 4�818.5 4483.8 1588.8 S 19.233 0.2723 0.0000 22.169 0.09377 0.03497 41651.1 4495.0 1593.0 S 19267 0.2741 0.0000 22.170 0.09363 0.03498 41883.9 4506.3 1597.2 S 19.300 0.2755 0.0000 22.170 0.09350 0.03498 41916.8 4517.5 1601.4 S ' 19.333 0.2767 0.0000 22.171 0.09336 0.03499 41950.0 4528.7 1605.6 S 19.367 0.2777 0.0000 22.172 0.09323 0.03499 41983.2 4539.9 1609.8 S '19.400 0.2786 0.0000 22.173 0.09310 0.03500 42016.6 4551.1 1614.0 S 19.433 0.2793 0.0000 22.174 0.09297 0.03501 42050.1 4562.3 1618.2 S 19.467 02800 0.0000 22.175 0.09285 0.03501 42083.6 4573.4 1622.4 S 19.500 0.2807 0.0000 22.176 0.09272 0.03502 42117.3 4584.5 1626.6 S ' 19.533 0.2811 0.0000 22.177 0.09260 0.03502 42151.0 4595.7 1630.8 S 19.567 02811 0.0000 22.178 0.09248 0.03503 42184.7 4606.8 1635.0 S 19.600 02806 0.0000 22.179 0.09235 0.03503 42218.4 4617.9 1639.2 S 19.633 0.2795 0.0000 22.180 0.09222 0.03504 42252.0 4628.9 1643.4 S 19.667 0.2781 0.0000 22.181 0.09209 0.03504 42285.5 4640.0 1647.6 S ' 19.700 0.2766 0.0000 22.182 0.09196 0.03505 42318.8 4651.0 1651.9 S 19.733 0.2753 0.0000 22.183 0.09182 0.03505 42351.9 4662.1 1656.1 S 19.767 0.2742 0.0000 22.184 0.09169 0.03506 42384.8 4673.1 1660.3 S 19.800 0.2733 0.0000 22.185 0.09155 0.03506 42417.7 4684.1 1664.5 S 19.833 0.2726 0.0000 22.186 0.09142 0.03507 42450.5 4695.0 1668.7 S ' 19.867 0.2720 0.0000 22.186 0.09128 0.03507 42483.1 4706.0 1672.9 S 19.900 0.2715 0.0000 22.187 0.09115 0.03508 42515.8 4717.0 1677.1 S 19.933 02711 0.0000 22.188 0.09102 0.03508 42548.3 4727.9 1681.3 S 19.967 0.2707 0.0000 22.189 0.09089 0.03509 42580.8 4738.8 1685.5 S Clearwater Health-Dental Clinic 03-18-2013 10:2123 Page 43 ' , t PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (k'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 20.000 0.2702 0.0000 22.190 0.09076 0.03509 42613.3 4749.7 1689.7 S , 20.033 0.2692 0.0000 22.191 0.09063 0.03510 42645.6 4760.6 1693.9 S 20.067 0.2672 0.0000 22.192 0.09050 0.03510 42677.8 4771.5 1698.2 S 20.100 0.2638 0.0000 22.193 0.09036 0.03511 42709.7 4782.3 1702.4 S 20.133 0.2593 0.0000 22.194 0.09021 0.03511 42741.1 4793.1 1706.6 S 20.167 0.2547 0.0000 22.194 0.09005 0.03512 42771.9 4804.0 1710.8 S 20.200 0.2504 0.0000 22.195 0.08988 0.03512 42802.2 4814.8 1715.0 S � 20.233 0.2467 0.0000 22.196 0.08972 0.03513 42832.1 4825.5 1719.2 S 20.267 0.2436 0.0000 22.197 0.08955 0.03513 42861.5 4836.3 1723.4 S 20.300 0.2409 0.0000 22.197 0.08938 0.03513 42890.5 4847.0 1727.7 S 20.333 02387 0.0000 22.198 0.08921 0.03514 42919.3 4857.7 1731.9 S 20.367 02368 0.0000 22.199 0.08905 0.03514 42947.8 4868.4 1736.1 S t 20.400 0.2351 0.0000 22.200 0.08888 0.03515 42976.2 4879.1 1740.3 S 20.433 0.2336 0.0000 22.200 0.08872 0.03515 43004.3 4889.8 1744.5 S 20.467 0.2323 0.0000 22.201 0.08856 0.03515 43032.2 4900.4 1748.7 S 20.500 0.2312 0.0000 22.202 0.08840 0.03516 43060.0 4911.0 1753.0 S 20.533 0.2302 0.0000 22.202 0.08825 0.03516 43087.7 4921.6 1757.2 S 20.567 02293 0.0000 22203 0.08810 0.03516 43115.3 4932.2 1761.4 S � 20.600 0.2285 0.0000 22204 0.08794 0.03517 43142.8 4942.8 1765.6 S 20.633 0.2278 0.0000 22.204 0.06780 0.03517 43170.1 4953.3 1769.8 S 20.667 0.2272 0.0000 22205 0.08765 0.03517 43197.4 4963.8 1774.1 S 20.700 0.2266 0.0000 22206 0.08750 0.03518 43224.7 4974.3 1778.3 S 20.733 0.2262 0.0000 22206 0.08736 0.03518 43251.8 4984.8 1782.5 S ' 20.767 0.2258 0.0000 22.207 0.08722 0.03518 43279.0 4995.3 1786.7 S 20.800 0.2254 0.0000 22.207 0.08708 0.03519 43306.0 5005.8 1790.9 S 20.833 0.2251 0.0000 22208 0.08695 0.03519 43333.1 5016.2 1795.2 S 20.867 0.2248 0.0000 22.209 0.08681 0.03520 43360.0 5026.6 1799.4 S 20.900 0.2246 0.0000 22.209 0.08668 0.03520 43387.0 5037.0 1803.6 S � 20.933 0.2244 0.0000 22.210 0.08655 0.03520 43414.0 5047.4 1807.8 S 20.967 0.2243 0.0000 22.211 0.08642 0.03521 43440.9 5057.8 1812.1 S 21.000 0.2241 0.0000 22.211 0.08629 0.03521 43467.8 5068.2 1816.3 S 21.033 0.2240 0.0000 22212 0.08617 0.03521 43494.7 5078.5 1820.5 S 21.067 0.2239 0.0000 22.213 0.08604 0.03522 43521.5 5088.9 1824.7 S 21.100 0.2239 0.0000 22213 0.08592 0.03522 43548.4 5099.2 1829.0 S ' 21.133 0.2238 0.0000 22.214 0.08580 0.03522 43575.3 5109.5 1833.2 S 21.167 0.2238 0.0000 22.215 0.08568 0.03523 43602.1 5119.8 1837.4 S 21.200 02238 0.0000 22.215 0.08556 0.03523 43629.0 5130.0 1841.6 S 21.233 0.2238 0.0000 22.216 0.08544 0.03523 43655.8 5140.3 1845.9 S 21.267 0.2238 0.0000 22.216 0.08533 0.03524 43682.7 5150.5 1850.1 S t 21.300 0.2238 0.0000 22217 0.08521 0.03524 43709.6 5160.8 1854.3 S 21.333 0.2238 0.0000 22.218 0.08510 0.03524 43736.4 5171.0 1858.6 S 21.367 0.2239 0.0000 22.218 0.08499 0.03525 43763.3 5181.2 1862.8 S 21.400 0.2239 0.0000 22.219 0.08488 0.03525 43790,1 5191.4 1867.0 S 21.433 0.2239 0.0000 22.220 0.08477 0.03526 43817.0 5201.6 1871.2 S , 21.467 0.2240 0.0000 22.220 0.08466 0.03526 43843.9 5211.7 1875.5 S 21.500 0.2240 0.0000 22.221 0.08455 0.03526 43870.8 5221.9 1879.7 S 21.533 0.2240 0.0000 22.222 0.08445 0.03527 43897.6 5232.0 1883.9 S 21.567 0.2240 0.0000 22.222 0.08434 0.03527 43924.5 5242.2 18882 S 21.600 0.2241 0.0000 22.223 0.08424 0.03527 43951.4 5252.3 1892.4 S 21.633 0.2241 0.0000 22224 0.08413 0.03528 43978.3 5262.4 1896.6 S ' 21.667 0.2241 0.0000 22224 0.08403 0.03528 44005.2 5272.5 1900.9 S 21.700 0.2241 0.0000 22.225 0.08393 0.03528 44032.1 5282.5 1905.1 S 21.733 0.2242 0.0000 22225 0.08383 0.03529 44059.0 5292.6 1909.3 S 2�.767 0.2242 0.0000 22226 0.08373 0.03529 44085.9 5302.7 1913.6 S 21.800 0.2242 0.0000 22.227 0.08363 0.03529 44112.8 5312.7 1917.8 S ' 21.833 0.2242 0.0000 22.227 0.08353 0.03530 44139.7 5322.7 1922.0 S 21.867 02243 0.0000 22228 0.08343 0.03530 44166.6 5332.7 1926.3 5 21.900 0.2243 0.0000 22229 0.08334 0.03530 44193.5 5342.8 1930.5 S 21.933 0.2243 0.0000 22.229 0.08324 0.03531 44220.4 5352.7 1934.8 S 21.967 0.2244 0.0000 22.230 0.08315 0.03531 44247.4 5362.7 1939.0 S ' 22.000 0.2244 0.0000 22.231 0.08305 0.03532 44274.3 5372.7 1943.2 S 22.033 0.2244 0.0000 22.231 0.08296 0.03532 44301.2 5382.7 1947.5 S 22.067 0.2244 0.0000 22.232 0.08286 0.03532 44328.1 5392.6 1951.7 S 22.100 0.2245 0.0000 22.233 0.08277 0.03533 44355.1 5402.6 1955.9 S 22.133 0.2245 0.0000 22.233 0.08268 0.03533 44382.0 5412.5 1960.2 S 22.167 0.2245 0.0000 22.234 0.08259 0.03533 44409.0 5422.4 1964.4 S � 22.200 0.2245 0.0000 22235 0.08250 0.03534 44435.9 5432.3 1968.7 S 22.233 0.2246 0.�000 22.235 0.08241 0.03534 44462.8 5442.2 1972.9 S 22.267 0.2246 0.0000 22.236 0.08232 0.03534 44489.8 5452.1 1977.1 S 22.300 0.2246 0.0000 22.237 0.08223 0.03535 44516.7 5462.0 1981.4 S 22.333 0.2246 0.0000 22.237 0.08215 0.03535 44543.7 5471.6 1985.6 S ' 22.367 0.2247 0.0000 22238 0.08206 0.03536 44570.7 5481.7 1989.9 S 22.400 02247 0.0000 22.239 0.08197 0.03536 44597.6 5491.5 1994.1 S 22.433 0.2247 0.0000 22.239 0.08169 0.03536 44624.6 5501.3 1998.4 S 22.467 0.2248 0.0000 22240 0.08180 0.03537 44651.6 5511.2 2002.6 S Clearwater Health-Dental Clinic 03-18-2013 10:21:23 Page 44 ' � � PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'Is) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.2248 0.0000 22.241 0.08172 0.03537 44678.5 5521.0 2006.8 S 22.533 0.2246 0.0000 22.241 0.08164 0.03537 44705.5 5530.8 2011.1 S ' 22.567 0.2241 0.0000 22.242 0.08155 0.03538 44732.4 5540.6 2015.3 S 22.600 0.2230 0.0000 22.243 0.08146 0.03538 44759.2 5550.3 2019.6 S 22.633 0.2211 0.0000 22.243 0.08137 0.03538 44785.9 5560.1 2023.8 S 22.667 0.2190 0.0000 22244 0.08127 0.03539 44812.3 5569.9 2028.1 S 22.700 0.2168 0.0000 22.245 0.08117 0.03539 44838.4 5579.6 2032.3 S ' 22.733 0.2149 0.0000 22245 0.08107 0.03539 44864.3 5589.4 2036.6 S 22.767 0.2132 0.0000 22.246 0.08096 0.03540 44890.0 5599.1 2040.8 S 22.800 0.2118 0.0000 22246 0.08086 0.03540 44915.5 5608.8 2045.1 S 22.833 0.2107 0.0000 22.247 0.08075 0.03540 44940.9 5618.5 2049.3 .°i 22.867 0.2097 0.0000 22.247 0.08065 0.03541 44966.1 5628.2 2053.6 S 22.900 0.2088 0.0000 22.248 0.08055 0.03541 44991.2 5637.8 2057.8 S ' 22.933 02081 0.0000 22249 0.08045 0.03541 45016.2 5647.5 2062.1 S 22.967 02075 0.0000 22.249 0.08035 0.03542 45041.2 5657.1 2066.3 S 23.000 0.2068 D.0000 22.250 0.08025 0.03542 45066.0 5666.8 2070.6 S 23.033 0.2062 0.0000 22.250 0.08015 0.03542 45090.8 5676.4 2074.8 S 23.067 0.2053 0.0000 22.251 0.08005 0.03543 45115.5 5686.0 2079.1 S � 23.100 0.2043 0.0000 22.251 0.07995 0.03543 45140.1 5695.6 2083.3 S 23.133 0.2030 0.0000 22.252 0.07985 0.03543 45164.5 5705.2 2087.6 S 23.167 0.2017 0.0000 22253 0.07974 0.03543 45188.8 5714.8 2091.8 S 23.200 0.2006 0.0000 22.253 0.07964 0.03544 45212.9 5724.3 2096.1 S 23.233 0.1996 0.0000 22.254 0.07954 0.03544 45236.9 5733.9 2100.3 S t 23.267 0.1987 0.0000 22.254 0.07944 0.03544 45260.8 5743.4 2104.6 S 23.300 0.1980 0.0000 22.255 0.07934 0.03545 45284.6 5753.0 2108.8 S 23.333 0.1973 0.0000 22.255 0.07924 0.03545 45308.3 5762.5 2113.1 S 23.367 0.1968 0.0000 22.256 0.07914 0.03545 45332.0 5772.0 2117.3 S 23.400 0.1964 0.0000 22.256 0.07904 0.03545 45355.6 5781.5 2121.6 S 23.433 0.1960 0.0000 22.257 0.07894 0.03546 45379.1 5790.9 2125.8 S � 23.467 0.1956 0.0000 22.257 0.07884 0.03546 45402.6 5800.4 2130.1 S 23.500 0.1952 0.0000 22.258 0.07875 0.03546 45426.1 5809.9 2134.4 S 23.533 0.1945 0.0000 22.258 0.07865 0.03547 45449.4 5819.3 2138.6 S 23.567 0.1931 0.0000 22.259 0.07856 0.03547 45472.7 5828.7 2142.9 S 23.600 0.1908 0.0000 22.259 0.07845 0.03547 45495.7 5838.2 2147.1 S ' 23.633 0.1876 0.0000 22.260 0.07834 0.03547 45518.4 5847.6 2151.4 S 23.667 0.1842 0.0000 22.260 0.07823 0.03548 45540.7 5857.0 2155.6 S 23.700 0.1811 0.0000 22.260 0.07811 0.03548 45562.7 5866.3 2159.9 S 23.733 0.1783 0.0000 22261 0.07799 0.03548 45584.2 5875.7 2164.1 S 23.767 0.1760 0.0000 22.261 0.07787 0.03548 45605.5 5885.1 2168.4 S ' 23.800 0.1741 0.0000 22.262 0.07774 0.03548 45626.5 5894.4 2172.7 S 23.833 0.1725 0.0000 22.262 0.07762 0.03549 45647.3 5903.7 2176.9 S 23.867 0.1711 0.0000 22.262 0.07750 0.03549 45667.9 5913.0 2181.2 S 23.900 0.1699 0.0000 22.263 0.07738 0.03549 45688.4 5922.3 2185.4 S 23.933 0.1689 0.0000 22.263 0.07726 0.03549 45708.7 5931.6 2189.7 S 23.967 0.1679 0.0000 22.263 0.07715 0.03549 45726.9 5940.9 2194.0 S ' 24.000 0.1671 0.0000 22.264 0.07703 0.03550 45749.0 5950.1 2198.2 S 24.033 0.1644 0.0000 22264 0.07691 0.03550 45768.9 5959.4 2202.5 S 24.067 0.1586 0.0000 22264 0.07677 0.03550 45788.3 5968.6 2206.7 S 24.100 0.1481 0.0000 22.265 0.07661 0.03550 45806.7 5977.8 2211.0 S 24.133 0.1323 0.0000 22.265 0.07642 0.03550 45823.5 5987.0 2215.3 S ' 24.167 0.1157 0.0000 22.265 0.07619 0.03550 45838.4 5996.1 2219.5 S 24.200 0.0999 0.0000 22.265 0.07593 0.03550 45851.3 6005.2 2223.8 S 24.233 0.0862 0.0000 22.265 0.07566 0.03550 45862.5 6014.3 2228.0 S 24267 0.0747 0.0000 22.265 0.07538 0.03550 45872.1 6023.4 2232.3 S 24.300 0.0649 0.0000 22264 0.07509 0.03550 45880.5 6032.4 2236.6 S ' 24.333 0.0567 0.0000 22.264 0.07481 0.03550 45887.8 6041.4 2240.8 S 24.367 0.0497 0.0000 22.264 0.07452 0.03549 45894.2 6050.4 2245.1 S 24.400 0.0436 0.0000 22.263 0.07425 0.03549 45899.8 6059.3 2249.3 S 24.433 0.0383 0.0000 22.263 0.07397 0.03549 45904.7 60682 2253.6 S 24.467 0.0336 0.0000 22.262 0.07370 0.03549 45909.0 6077.1 2257.9 S 24.500 0.0292 0.0000 22.262 0.07344 0.03549 45912.8 6065.9 2262.1 S ' 24.533 0.0255 0.0000 22.261 0.07318 0.03548 45916.1 6094.7 2266.4 S 24.567 0.0223 0.0000 22.261 0.07293 0.03548 45918.9 6103.5 2270.6 S 24.600 0.0194 0.0000 22.260 0.07268 0.03548 45921.4 6112.2 2274.9 S 24.633 0.0168 0.0000 22.260 0.07244 0.03547 45923.6 6120.9 2279.1 S 24.667 0.0144 0.0000 22259 0.07220 0.03547 45925.5 6129.6 2283.4 S ' 24.700 0.0124 0.0000 22259 0.07197 0.03547 45927.1 6138.2 2287.7 S 24.733 0.0106 0.0000 22.258 0.07174 0.03546 45928.5 6146.9 2291.9 S 24.767 0.0089 0.0000 22.257 0.07151 0.03546 45929.6 6155.4 2296.2 S 24.800 0.0075 0.0000 22.257 0.07129 0.03546 45930.6 6164.0 2300.4 S 24.833 0.0063 0.0000 22.256 0.07108 0.03545 45931.4 6172.6 2304.7 S � 24.867 0.0052 0.0000 22.256 0.07087 0.03545 45932.1 6181.1 2308.9 S 24.900 0.0043 0.0000 22.255 0.07066 0.03545 45932.7 6189.6 23132 S 24.933 0.0034 0.0000 22.254 0.07046 0.03544 459332 6198.0 2317.4 S 24.967 0.0027 0.0000 22.254 0.07026 0.03544 45933.5 6206.5 2321.7 S Clearwater Health-Dental Clinic 03-18-2013 10:21:23 Page 45 � � ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration OverFlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ftJday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(fN) Type 25.000 0.0021 0.0000 22253 0.07006 0.03544 45933.8 6214.9 2325.9 S 25.033 0.0016 0.0000 22.252 0.06987 0.03543 45934.0 6223.3 2330.2 S , 25.067 0.0012 0.0000 22.252 0.06968 0.03543 45934.2 6231.7 2334.4 S 25.100 0.0008 0.0000 22251 0.06949 0.03543 45934.3 6240.0 2338.7 S 25.133 0.0006 0.0000 22.251 0.06931 0.03542 45934.4 6248.3 2342.9 S 25.167 0.0003 0.0000 22.250 0.06913 0.03542 45934.5 6256.6 2347.2 S 25.200 0.0002 0.0000 22249 0.06895 0.03542 45934.5 6264.9 2351.5 S ' 25.233 0.0001 0.0000 22249 0.06878 0.03541 45934.5 6273.2 2355.7 S 25.267 0.0000 0.0000 22.248 0.06861 0.03541 45934.5 6281.4 2359.9 S 25.300 0.0000 0.0000 22.247 0.06844 0.03541 45934.5 6289.7 2364.2 S 25.333 0.0000 0.0000 22.247 0.06827 0.03540 45934.5 6297.9 2368.4 S 25.367 0.0000 0.0000 22.246 0.06809 0.03540 45934.5 6306.0 2372.7 S 27.767 0.0000 0.0000 22203 0.05733 0.03517 45934.5 6826.8 2677.5 S , 30.167 0.0000 0.0000 22.163 0.05205 0.03494 45934.5 7296.8 2980.4 S 32.567 0.0000 0.0000 22.125 0.04776 0.03473 45934.5 7726.3 3281.4 S 34.967 0.0000 0.0000 22.088 0.04416 0.03453 45934.5 8122.1 3580.6 S 37.367 0.0000 0.0000 22.052 0.04107 0.03433 45934.5 8489.4 3878.0 S 39.767 0.0000 0.0000 22.018 0.03838 0.03413 45934.5 8831.8 4173.8 S � 42.167 0.0000 0.0000 21.984 0.03600 0.03394 45934.5 9152.6 4467.8 S 44.567 0.0000 0.0000 21.951 0.03387 0.03375 45934.5 9453.9 4760.3 S 46.967 0.0000 0.0000 21.919 0.03195 0.03357 45934.5 9737.8 5051.1 S 49.367 0.0000 0.0000 21.888 0.03021 0.03339 45934.5 10006.0 5340.4 S 51.767 0.0000 0.0000 21.858 0.02861 0.03321 45934.5 10259.8 5628.1 S , 54.167 0.0000 0.0000 21.827 0.02715 0.03304 45934.5 10500.5 5914.3 S 56.567 0.0000 0.0000 21.798 0.02579 0.03287 45934.5 10728.9 6199.0 S 58.967 0.0000 0.0000 21.769 0.02453 0.03269 45934.5 10946.1 6482.2 S 61.367 0.0000 0.0000 21.740 0.02310 0.03253 45934.5 11152.8 6764.0 S 73.367 0.0000 0.0000 21.608 0.01717 0.03173 45934.5 11974.1 8151.9 S 85.367 0.0000 0.0000 21.482 0.01383 0.03095 45934.5 12636.6 9505.8 S � 97.367 0.0000 0.0000 21.362 --- - 45934.5 13168.7 10826.6 N.A. , ' , ' ' , ' , Clearwater Health-Dental Clinic 03-18-2013 10:21:23 Page 46 ' � ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 6 :: 100 year-24 hour Storm Wet Pond(1.6 acre Basin) , Time Stage Rate Volume (hours) (ft datum) (ft'/s) (ft') Stage Minimum 0.600 19.45 , Maximum 24.167 22.26 I nflow Rate-Maximum-Positive 12.067 6.6640 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 25.267 45934.5 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 45934.5 � I nfiltration Rate-Maximum-Positive 12.300 0.2295 Rate-Maximum-Negative 0.033 -0.0368 Cumulative Volume-Maximum Positive 97.367 13168.7 � Cumulative Volume-Maximum Negative 0.767 -9�3 Cumulative Volume-End of Simulation 97.367 13168.7 � Combined Discharge Rate-Maximum-Positive 24.167 0.0355 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 10826.6 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 97.367 10826.6 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 24.167 0.0355 , Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 10826.6 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 10826.6 � Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None 1 Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 0.0 ' Discharge Structure 3 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabled disabled � Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. ' ' Clearwater Health-Dental Clinic 03-18-2013 10:21:24 Page 47 � ' , PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 0.000 0.0000 0.0000 16.000 0.00000 0.00000 0.0 0.0 0.0 N.A. ' 0.033 0.0000 0.0000 15.995 0.00000 0.00000 0.0 0.0 0.0 S 0.067 0.0000 0.0000 15.990 0.00000 0.00000 0.0 0.0 0.0 S 0.100 0.0000 0.0000 15.985 0.00000 0.00000 0.0 0.0 0.0 S 0.133 0.0000 0.0000 15.980 0.00000 0.00000 0.0 0.0 0.0 S 0.167 0.0000 0.0000 15.976 0.00000 0.00000 0.0 0.0 0.0 S 0.200 0.0000 0.0000 15.972 0.00000 0.00000 0.0 0.0 0.0 S , 0.233 0.0000 0.0000 15.968 0.00000 0.00000 0.0 0.0 0.0 S 0.267 0.0000 0.0000 15.965 0.00001 0.00000 0.0 0.0 0.0 S 0.300 0.0000 0.0000 15.961 0.00005 0.00000 0.0 0.0 0.0 S 0.333 0.0001 0.0000 15.958 0.00019 0.00000 0.0 0.0 0.0 S 0.367 0.0005 0.0000 15.955 0.00057 0.00000 0.0 0.0 0.0 S 1 0 400 0 0012 0 0000 15 952 0 00132 0 00000 0 1 0 1 0 0 S 0.433 0.0024 0.0000 15.950 0.00252 0.00000 0.4 0.4 0.0 S 0.467 0.0041 0.0000 15.947 0.00419 0.00000 0.8 0.8 0.0 S 0.500 0.0062 0.0000 15.945 0.00625 0.00000 1.4 1.4 0.0 S 0.533 0.0086 0.0000 15.943 0.00862 0.00000 2.3 2.3 0.0 S ' 0.567 0.0112 0.0000 15.941 O.D1122 0.00000 3.4 3.4 0.0 S 0.600 0.0139 0.0000 15.939 0.01397 0.00000 4.9 4.9 0.0 S 0.633 0.0168 0.0000 15.937 0.01681 0.00000 6.8 6.8 0.0 S 0.667 0.0197 0.0000 15.936 0.01971 0.00000 9.0 9.0 0.0 S 0.700 0.0226 0.0000 15.934 0.02262 0.00000 11.5 11.5 0.0 S 0.733 0.0255 0.0000 15.933 0.02553 0.00000 14.4 14.4 0.0 S ' 0.767 0.0284 0.0000 15.932 0.02842 0.00000 17.7 17.7 0.0 S 0.800 0.0313 0.0000 15.931 0.03128 0.00000 21.2 212 0.0 S 0.833 0.0341 0.0000 15.931 0.03409 0.00000 252 25.2 0.0 S 0.867 0.0369 0.0000 15.930 0.03685 0.00000 29.4 29.4 0.0 S 0.900 0.0396 0.0000 15.930 0.03954 0.00000 34.0 34.0 0.0 S ' 0.933 0.0422 0.0000 15.929 0.04217 0.00000 38.9 38.9 0.0 S 0.967 0.0447 0.0000 15.929 0.04472 0.00000 44.1 44.1 0.0 S 1.000 0.0472 0.0000 15.929 0.04723 0.00000 49.6 49.6 0.0 S 1.033 0.0497 0.0000 15.929 0.04977 0.00000 55.5 55.5 0.0 S 1.067 0.0524 0.0000 15.929 0.05245 0.00000 61.6 61.6 0.0 S ' 1.100 0.0553 0.0000 15.929 0.05538 0.00000 68.0 68.0 0.0 S 1.133 0.0585 0.0000 15.930 0.05857 0.00000 74.9 74.9 0.0 S 1.167 0.0619 0.0000 15.930 0.06188 0.00000 82.1 82.1 0.0 S 1.200 0.0652 0.0000 15.931 0.06516 0.00000 89.7 89.7 0.0 S 1.233 0.0683 0.0000 15.931 0.06829 0.00000 97.7 97.7 0.0 S 1.267 0.0713 0.0000 15.932 0.07123 0.00000 106.1 106.1 0.0 S ' 1.300 0.0740 0.0000 15.933 0.07399 0.00000 114.8 114.8 0.0 S 1.333 0.0766 0.0000 15.934 0.07659 0.00000 123.9 123.9 0.0 S 1.367 0.0791 0.0000 15.936 0.07903 0.00000 133.2 133.2 0.0 S 1.400 0.0814 0.0000 15.937 0.08134 0.00000 142.8 142.8 0.0 S 1.433 0.0836 0.0000 15.938 0.08352 0.00000 152.7 152.7 0.0 S � 1.467 0.0856 0.0000 15.940 0.08560 0.00000 162.9 162.9 0.0 S 1.500 0.0876 0.0000 15.941 0.08755 0.00000 173.3 173.3 0.0 S 1.533 0.0894 0.0000 15.943 0.08932 0.00000 183.9 183.9 0.0 S 7.567 0.0909 0.0000 15.944 0.09082 0.00000 194.7 194.7 0.0 S 1.600 0.0921 0.0000 15.946 0.09195 0.00000 205.7 205.7 0.0 S ' '1.633 0.0928 0.0000 15.948 0.09271 0.00000 216.8 216.8 0.0 S 1.667 0.0932 0.0000 15.949 0.09323 0.00000 227.9 227.9 0.0 S 1.700 0.0936 0.0000 15.951 0.09364 0.00000 239.2 239.2 0.0 S 1.733 0.0940 0.0000 15.953 0.09406 0.00000 250.4 250.4 0.0 S 1.767 0.0945 0.0000 15.955 0.09452 0.00000 261.7 261.7 0.0 S 1.800 0.0950 0.0000 15.957 0.09503 0.00000 273.1 273.1 0.0 S 1 1 833 0 0956 0 0000 15 958 0 09558 0 00000 284 5 284.5 0 0 S 1.867 0.0962 0.0000 15.960 0.09616 0.00000 296.0 296.0 0.0 S 1.900 0.0967 0.0000 15.962 0.09674 0.00000 307.6 307.6 0.0 S 1.933 0.0973 0.0000 15.964 0.09733 0.00000 319.3 319.3 0.0 S 1.967 0.0979 0.0000 15.966 0.09792 0.00000 331.0 331.0 0.0 S , 2.000 0.0985 0.0000 15.968 0.09856 0.00000 342.8 342.8 0.0 S 2.033 0.0993 0.0000 15.970 0.09933 0.00000 354.6 354.6 0.0 S 2.067 0.1003 0.0000 15.972 0.10036 0.00000 366.6 366.6 0.0 S 2.100 0.1016 0.0000 15.974 0.10170 0.00000 378.7 378.7 0.0 S 2.133 0.1033 0.0000 15.976 0.10328 0.00000 391.0 391.0 0.0 S 2.167 0.1050 0.0000 15.978 0.10493 0.00000 403.5 403.5 0.0 S , 2.200 0.1066 0.0000 15.981 0.10651 0.00000 416.2 416.2 0.0 S 2.233 0.1080 0.0000 15.983 0.10796 0.00000 429.1 429.1 0.0 S 2.267 0.1093 0.0000 15.985 0.10926 0.0�000 442.1 442.1 0.0 S 2.300 0.1105 0.0000 15.988 0.11044 0.00000 455.3 455.3 0.0 S 2.333 0.1115 0.0000 15.990 0.11151 0.00000 468.6 468.6 0.0 S , 2.367 0.1125 0.0000 15.993 0.11248 0.00000 482.1 482.1 0.0 S 2.400 0.1134 0.0000 15.995 0.11339 0.00000 495.6 495.6 0.0 S 2.433 0.1143 0.0000 15.998 0.11234 0.00000 509.3 509.3 0.0 S 2.467 0.1151 0.0000 16.000 0.07485 0.00000 523.0 522.6 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:2124 Page 48 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft) Volume(ft') Type 2.500 0.1158 0.0000 16.010 0.03947 0.00000 536.9 527.2 0.0 S 2.533 0.1165 0.0000 16.019 0.04064 0.00000 550.8 532.0 0.0 S ' 2.567 0.1172 0.0000 16.028 0.04170 0.00000 564.8 537.0 0.0 S 2.600 0.1178 0.0000 16.037 0.04267 0.00000 578.9 542.1 0.0 S 2.633 0.1185 0.0000 16.046 0.04354 0.00000 593.1 547.2 0.0 S 2.667 0.1190 0.0000 16.055 0.04434 0.00000 607.4 552.5 0.0 S 2.700 0.1196 0.0000 16.064 0.04507 0.00000 621.7 557.9 0.0 S ' 2.733 0.1201 0.0000 16.072 0.04575 0.00000 636.1 563.3 0.0 S 2.767 0.1207 0.0000 16.081 0.04638 0.00000 650.5 568.9 0.0 S 2.800 0.1211 0.0000 16.089 0.04696 0.00000 665.0 574.5 0.0 S 2.833 0.1216 0.0000 16.098 0.04750 0.00000 679.6 580.1 0.0 S 2.867 0.1221 0.0000 16.106 0.04801 0.00000 694.2 585.9 0.0 S 2.900 0.1225 0.0000 16.114 0.04848 0.00000 708.9 591.6 0.0 S ' 2.933 0.1229 0.0000 16.123 0.04893 0.00000 723.6 597.5 0.0 S 2.967 0.1233 0.0000 16.131 0.04935 0.00000 738.4 603.4 0.0 S 3.000 0.1237 0.0000 16.139 0.04976 0.00000 7532 609.3 0.0 S 3.033 0.1242 0.0000 16.147 0.05014 0.00000 768.1 615.3 0.0 S 3.067 0.1251 0.0000 16.155 0.05052 0.00000 783.0 621.4 0.0 S ' 3.100 0.1266 0.0000 16.163 0.05091 0.00000 798.1 627.5 0.0 S 3.133 0.1286 0.0000 16.171 0.05131 0.00000 813.5 633.6 D.0 S 3.167 0.1308 0.0000 16.179 0.05173 0.00000 829.0 639.8 0.0 S 3.200 0.1328 0.0000 16.188 0.05216 0.00000 844.8 646.0 0.0 S 3.233 0.1346 0.0000 16.196 0.05260 0.00000 860.9 652.3 0.0 S � 3.267 0.1362 0.0000 16205 0.05303 0.00000 877.1 658.6 0.0 S 3.300 0.1375 0.0000 16.213 0.05347 0.00000 893.5 665.0 0.0 S 3.333 0.1387 0.0000 16222 0.05390 0.00000 910.1 671.5 0.0 S 3.367 0.1398 0.0000 16.231 0.05432 0.00000 926.8 677.9 0.0 S 3.400 0.1407 0.0000 16.239 0.05473 0.00000 943.7 684.5 0.0 S 3.433 0.1416 0.0000 16.248 0.05513 0.00000 960.6 691.1 0.0 S , 3.467 0.1423 0.0000 16.257 0.05551 0.00000 977.6 697.7 0.0 S 3.500 0.1431 0.0000 16.265 0.05589 0.00000 994.8 704.4 0.0 S 3.533 0.1436 0.0000 16274 0.05625 0.00000 1012.0 711.1 0.0 S 3.567 0.1436 0.0000 16.282 0.05658 0.00000 1029.2 717.9 0.0 S 3.600 0.1431 0.0000 16.291 0.05689 0.00000 1046.4 724.7 0.0 S ' 3.633 0.1419 0.0000 16.299 0.05715 0.00000 1063.5 731.6 0.0 S 3.667 0.1406 0.0000 16.307 0.05738 0.00000 1080.4 738.4 0.0 S 3.700 0.1392 0.0000 16.315 0.05757 0.00000 1097.2 745.3 0.0 S 3.733 0.1381 0.0000 16.322 0.05773 0.00000 1113.9 752.2 0.0 S 3.767 0.1371 0.0000 16.330 0.05787 0.00000 1130.4 759.2 0.0 S � 3.800 0.1364 0.0000 16.337 0.05799 0.00000 1146.8 766.1 0.0 S 3.833 0.1357 0.0000 16.345 0.05810 0.00000 1163.1 773.1 0.0 S 3.867 0.1352 0.0000 16.352 0.05820 0.00000 1179.4 780.1 0.0 S 3.900 0.1348 0.0000 16.359 0.05829 0.00000 1195.6 787.1 0.0 S 3.933 0.1345 0.0000 16.366 0.05838 0.00000 1211.7 794.1 0.0 S 3.967 0.1342 0.0000 16.373 0.05847 0.00000 1227.8 801.1 0.0 S � 4.000 0.1339 0.0000 16.380 0.05855 0.00000 1243.9 808.1 0.0 S 4.033 0.1339 0.0000 16.387 0.05864 0.00000 1260.0 815.1 0.0 S 4.067 0.1342 0.0000 16.393 0.05874 0.00000 1276.1 8222 0.0 S 4.100 0.135� 0.0000 16.400 0.05885 0.00000 1292.2 829.2 0.0 S 4.133 0.1366 0.0000 16.407 0.05899 0.00000 1308.5 836.3 0.0 S ' 4.167 0.1384 0.0000 16.414 0.05916 0.00000 '1325.0 843.4 0.0 S 4.200 0.1401 0.0000 16.421 0.05935 0.00000 1341.8 850.5 0.0 S 4.233 0.1417 0.0000 16.428 0.05956 0.00000 �358.7 857.6 0.0 S 4.267 0.1430 0.0000 16.435 0.05978 0.00000 1375.7 864.8 0.0 S 4.300 0.1442 0.0000 16.443 0.06001 0.00000 1393.0 872.0 0.0 S 1 4 333 0 1451 0 0000 16 450 0.06025 0 00000 1410.3 879 2 0 0 S 4.367 0.1460 0.0000 16.457 0.06048 0.00000 1427.8 886.4 0.0 S 4.400 0.1467 0.0000 16.465 0.06072 0.00000 1445.4 893.7 0.0 S 4.433 0.1474 0.0000 16.472 0.06095 0.00000 1463.0 901.0 0.0 S 4.467 0.1480 0.0000 16.479 0.06118 0.00000 1480.7 908.3 0.0 S 4.500 0.1485 0.0000 16.487 0.06140 0.00000 1498.5 915.7 0.0 S � 4.533 0.1492 0.0000 16.494 0.06163 0.00000 1516.4 923.1 0.0 S 4.567 0.1504 0.0000 16.502 0.06187 0.00000 1534.4 930.5 0.0 S 4.600 0.1522 0.0000 16.509 0.06212 0.00000 1552.5 937.9 0.0 S 4.633 0.1549 0.0000 16.517 0.06241 0.00000 1570.9 945.4 0.0 S 4.667 0.1580 0.0000 16.524 0.06274 0.00000 1589.7 952.9 0.0 S , 4.700 0.1611 0.0000 16.532 0.06309 0.00000 1608.9 960.5 0.0 S 4.733 0.1638 0.0000 16.540 0.06347 0.00000 1628.3 968.0 0.0 S 4.767 0.1662 0.0000 16.549 0.06386 0.00000 1648.1 975.7 0.0 S 4.800 0.1682 0.0000 16.557 0.06426 0.00000 1668.2 983.4 0.0 S 4.833 0.1700 0.0000 16.565 0.06466 0.00000 '1686.5 991.1 0.0 S ' 4.867 0.1715 0.0000 16.574 0.06506 0.00000 1709.0 996.9 0.0 S 4.900 0.1728 0.0000 16.582 0.06545 0.00000 1729.6 1006.7 0.0 S 4.933 0.1739 0.0000 16.591 0.06584 0.00000 1750.4 1014.6 0.0 S 4.967 0.1750 0.0000 16.600 0.06621 0.00000 1771.4 1022.5 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:24 Page 49 , ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) � Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (R datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 5.000 0.1759 0.0000 16.608 0.06658 0.00000 1792.4 1030.5 0.0 S ' S.033 0.1766 0.0000 16.617 0.06693 0.00000 1813.6 1038.5 0.0 S 5.067 0.1770 0.0000 16.625 0.06727 0.00000 1834.8 1046.6 0.0 S 5.100 0.1770 0.0000 16.634 0.06759 0.00000 1856.0 1054.6 0.0 S 5.133 0.1768 0.0000 16.642 0.06788 0.00000 1877.3 1062.8 0.0 S 5.167 0.1765 0.0000 16.650 0.06815 0.00000 1898.5 1070.9 0.0 S 5.200 0.1762 0.0000 16.659 0.06841 0.00000 1919.6 1079.1 0.0 S ' S.233 0.1760 0.0000 16.667 0.06865 0.00000 1940.8 1087.4 0.0 S 5.267 0.1758 0.0000 16.675 0.06887 0.00000 1961.9 1095.6 0.0 S 5.300 0.1756 0.0000 16.683 0.06908 0.00000 1982.9 1103.9 0.0 S 5.333 0.1756 0.0000 16.691 0.06929 0.00000 2004.0 1112.2 0.0 S 5.367 0.1755 0.0000 16.699 0.06948 0.00000 2025.1 1120.5 0.0 S � 5.400 0.1754 0.0000 16.706 0.06967 0.00000 2046.1 1128.9 0.0 S 5.433 0.1754 0.0000 16.714 0.06985 0.00000 2067.2 1137.2 0.0 S 5.467 0.1754 0.0000 16.722 0.07002 0.00000 2088.2 1145.6 0.0 S 5.500 0.1754 0.0000 16.730 0.07019 0.00000 2109.3 1154.0 0.0 S 5.533 0.1754 0.0000 16.737 0.07036 0.00000 2130.3 1162.5 0.0 S 5.567 0.1754 0.0000 16.745 0.07052 0.00000 2151.4 1170.9 0.0 S ' 5.600 0.1754 0.0000 16.753 0.07068 0.00000 2172.4 1179.4 0.0 S 5.633 0.1754 0.0000 16.760 0.07083 0.00000 2193.5 1187.9 0.0 S 5.667 0.1754 0.0000 16.768 0.07098 0.00000 2214.5 1196.4 0.0 S 5.700 0.1754 0.0000 16.775 0.07112 0.00000 2235.5 1204.9 0.0 S 5.733 0.1754 0.0000 16.782 0.07126 0.00000 2256.6 1213.5 0.0 S ' 5.767 0.1754 0.0000 16.790 0.07140 0.00000 2277.6 1222.0 0.0 S 5.800 0.1754 0.0000 16.797 0.07154 0.00000 2298.7 1230.6 0.0 S 5.833 0.1754 0.0000 16.804 0.07167 0.00000 2319.7 1239.2 0.0 S 5.867 0.1754 0.0000 16.812 0.07180 0.00000 2340.8 1247.8 0.0 S 5.900 0.1754 0.0000 16.819 0.07193 0.00000 2361.8 1256.4 0.0 S � 5.933 0.1754 0.0000 16.826 0.07205 0.00000 2382.9 1265.1 0.0 S 5.967 0.1755 0.0000 16.833 0.07218 0.00000 2403.9 1273.7 0.0 S 6.000 0.1755 0.0000 16.840 0.07230 0.00000 2425.0 1282.4 0.0 S 6.033 0.1758 0.0000 16.847 0.07243 0.00000 2446.1 1291.1 0.0 S 6.067 0.1765 0.0000 16.854 0.07256 0.00000 2467.2 1299.8 0.0 S 6.100 0.1777 0.0000 16.861 0.07271 0.00000 2488.4 1308.5 0.0 S � 6.133 0.1796 0.0000 16.869 0.07289 0.00000 2509.9 1317.2 0.0 S 6.167 0.1816 0.0000 16.876 0.07308 0.00000 2531.6 1326.0 0.0 S 6.200 0.1835 0.0000 16.883 0.07330 0.00000 2553.5 1334.8 0.0 S 6.233 0.1852 0.0000 16.891 0.07353 0.00000 2575.6 1343.6 0.0 S 6.267 0.1866 0.0000 16.898 0.07377 0.00000 2597.9 1352.4 0.0 S ' 6.300 0.1878 0.0000 16.906 0.07402 0.00000 2620.4 1361.3 0.0 S 6.333 0.1889 0.0000 16.913 0.07426 0.00000 2643.0 1370.2 0.0 S 6.367 0.1897 0.0000 16.921 0.07450 0.00000 2665.7 1379.1 0.0 S 6.400 0.1905 0.0000 16.929 0.07475 0.00000 2688.5 1388.1 0.0 S 6.433 0.1912 0.0000 16.936 0.07498 0.00000 2711.4 1397.0 0.0 S � 6.467 0.1918 0.0000 16.944 0.07522 0.00000 2734.4 1406.0 0.0 S 6.500 0.1924 0.0000 16.951 0.07545 0.00000 2757.4 1415.1 0.0 S 6.533 0.1931 0.0000 16.959 0.07567 0.00000 2780.6 14242 0.0 S 6.567 0.1941 0.0000 16.966 0.07591 0.00000 2803.8 14332 0.0 S 6.600 0.1957 0.0000 16.974 0.07615 0.00000 2827.2 1442.4 0.0 S ' 6.633 0.1978 0.0000 16.982 0.07642 0.00000 2850.8 1451.5 0.0 S 6.667 0.2001 0.0000 16.990 0.07670 0.00000 2874.7 1460.7 0.0 S 6.700 0.2023 0.0000 16.998 0.07700 0.00000 2898.8 1469.9 0.0 S 6.733 0.2042 0.0000 17.006 0.07729 0.00000 2923.2 1479.2 0.0 S 6.767 0.2059 0.0000 17.013 0.07758 0.00000 2947.8 1488.5 0.0 S 6.800 0.2073 0.0000 17.021 0.07785 0.00000 2972.6 1497.6 0.0 S ' 6.833 0.2085 0.0000 17.029 0.07811 0.00000 2997.5 1507.2 0.0 S 6.867 0.2095 0.0000 17.037 0.07835 0.00000 3022.6 1516.6 0.0 S 6.900 0.2104 0.0000 17.045 0.07858 0.00000 3047.8 1526.0 0.0 S 6.933 0.2112 0.0000 17.053 0.07879 0.00000 3073.1 1535.4 0.0 S 6.967 0.2119 0.0000 17.060 0.07899 0.00000 3098.5 1544.9 0.0 S 1 7 000 0 2125 0 0000 17 068 0 07918 0 00000 3123 9 1554 4 0 0 S 7.033 02133 0.0000 17.076 0.07936 0.00000 3149.5 1563.9 0.0 S 7.067 0.2143 0.0000 17.083 0.07954 0.00000 3175.2 1573.4 0.0 S 7.100 0.2158 0.0000 17.091 0.07971 0.00000 3201.0 1583.0 0.0 S 7.133 0.2179 0.0000 17.098 0.07990 0.00000 3227.0 1592.6 0.0 S 7.167 0.2202 0.0000 17.106 0.08010 0.00000 3253.3 1602.2 0.0 S ' 7.200 0.2225 0.0000 17.114 0.08031 0.00000 3279.8 1611.8 0.0 S 7.233 0.2244 0.0000 17.121 0.08052 0.00000 3306.7 1621.4 0.0 S 7.267 0.2261 0.0000 17.129 0.08073 0.00000 3333.7 1631.1 0.0 S 7.300 0.2276 0.0000 17.136 0.08094 0.00000 3360.9 1640.8 0.0 S 7.333 0.2288 0.0000 17.144 0.08114 0.00000 3388.3 1650.5 0.0 S � 7.367 0.2298 0.0000 17.152 0.08133 0.00000 3415.8 1660.3 0.0 S 7.400 0.2308 0.0000 17.159 0.08152 0.00000 3443.5 1670.0 0.0 S 7.433 0.2316 0.0000 17.167 0.08170 0.00000 3471.2 1679.8 0.0 S 7.467 0.2323 0.0000 17.174 0.08187 0.00000 3499.0 1669.7 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:24 Page 50 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (k'/s) Volume(ft') Volume(ft') Volume(ft') Type 7.500 0.2329 0.0000 17.182 0.08203 0.00000 3526.9 1699.5 0.0 S 7.533 0.2336 0.0000 17.189 0.08219 0.00000 3554.9 1709.3 0.0 S ' 7.567 0.2344 0.0000 17.�96 0.08234 0.00000 3583.0 1719.2 0.0 S 7.600 0.2354 0.0000 17.204 0.08249 0.00000 3611.2 1729.1 0.0 S 7.633 0.2368 0.0000 17211 0.08264 0.00000 3639.5 1739.0 0.0 S 7.667 0.2383 0.0000 17.218 0.08279 0.00000 3668.0 1748.9 0.0 S 7.700 0.2398 0.0000 17.225 0.08295 0.00000 3696.7 1758.9 0.0 S , 7.733 0.2411 0.0000 17233 0.08311 0.00000 3725.6 1768.8 0.0 S 7.767 0.2423 0.0000 17.240 0.08327 0.00000 3754.6 1778.8 0.0 S 7.800 0.2432 0.0000 17247 0.08343 0.00000 3783.7 1788.8 0.0 S 7.833 0.2441 0.0000 17.255 0.08358 0.00000 3813.0 1798.8 0.0 S 7.867 0.2448 0.0000 17.262 0.08372 0.00000 3842.3 1808.9 0.0 S 7.900 0.2454 0.0000 17.269 0.08386 0.00000 3871.7 1818.9 0.0 S ' 7.933 0.2459 0.0000 17276 0.08399 0.00000 3901.2 1829.0 0.0 S 7.967 0.2464 0.0000 17.283 0.08412 0.00000 3930.7 1839.1 0.0 S 8.000 02469 0.0000 17.290 0.08424 0.00000 3960.3 1849.2 0.0 S 8.033 0.2478 0.0000 17297 0.08436 0.00000 3990.0 1859.3 0.0 S 8.067 0.2492 0.0000 17.304 0.08449 0.00000 4019.8 1869.4 0.0 S ' 8.100 0.2515 0.0000 17.311 0.08464 0.00000 4049.9 1879.6 0.0 S 8.133 0.2544 0.0000 17.318 0.08480 0.00000 4080.2 1889.8 0.0 S 8.167 0.2574 0.0000 17.325 0.08498 0.00000 4110.9 1899.9 0.0 S 8.200 0.2602 0.0000 17.333 0.08517 0.00000 4142.0 1910.2 0.0 S 8233 0.2626 0.0000 17.340 0.08537 0.00000 4173.3 1920.4 0.0 S , 8.267 0.2646 0.0000 17.347 0.08558 0.00000 4205.0 1930.6 0.0 S 8.300 0.2663 0.0000 17.354 0.08578 0.00000 4236.8 1940.9 0.0 S 8.333 0.2678 0.0000 17.362 0.08598 0.00000 4268.9 1951.2 0.0 S 8.367 0.2690 0.0000 17.369 0.08617 0.00000 4301.1 1961.6 0.0 S 8.400 0.2701 0.0000 17.376 0.08636 0.00000 4333.4 1971.9 0.0 S 8.433 0.2711 0.0000 17.384 0.08654 0.00000 4365.9 1982.3 0.0 S ' 8.467 0.2719 0.0000 17.391 0.08672 0.00000 4398.5 1992.7 0.0 S 8.500 0.2728 0.0000 17.398 0.08689 0.00000 4431.2 2003.1 0.0 S 8.533 0.2740 0.0000 17.405 0.08706 0.00000 4464.0 2013.5 0.0 S 8.567 0.2761 0.0000 17.412 0.08724 0.00000 4497.0 2024.0 0.0 S 8.600 0.2792 0.0000 17.420 0.08743 0.00000 4530.3 2034.5 0.0 S , 8.633 0.2835 0.0000 17.427 0.08765 0.00000 4564.1 2045.0 0.0 S 8.667 02879 0.0000 17.434 0.08790 0.00000 4598.3 2055.5 0.0 S 8.700 0.2920 0.0000 17.442 0.08816 0.00000 4633.1 2066.1 0.0 S 8.733 0.2956 0.0000 17.449 0.08843 0.00000 4668.4 2076.7 0.0 S 8.767 0.2986 O.D000 17.457 0.08871 0.00000 4704.0 2087.3 0.0 S ' 8.800 0.3012 0.0000 17.465 0.08899 0.00000 4740.0 2098.0 0.0 S 8.833 0.3033 0.0000 17.472 0.08927 0.00000 4776.3 2108.7 0.0 S 8.867 0.3052 0.0000 17.480 0.08953 0.00000 4812.8 2119.4 0.0 S 8.900 0.3068 0.0000 17.488 0.08980 0.00000 4849.5 2130.1 0.0 S 8.933 0.3082 0.0000 17.495 0.09005 0.00000 4886.4 2140.9 0.0 S 8.967 0.3095 0.0000 17.503 0.09029 0.00000 4923.5 2151.8 0.0 S ' 9.000 0.3107 0.0000 17.511 0.09053 0.00000 4960.7 2162.6 0.0 S 9.033 0.3119 0.0000 17.519 0.09076 0.00000 4998.1 2173.5 0.0 S 9.067 0.3134 0.0000 17.526 0.09099 0.00000 5035.6 2184.4 0.0 S 9.100 0.3154 0.0000 17.534 0.09122 0.00000 5073.3 2195.3 0.0 S 9.133 0.3180 0.0000 17.541 0.09145 0.00000 5111.3 2206.3 0.0 S , 9.167 0.3206 0.0000 17.549 0.09169 0.00000 5149.6 2217.3 0.0 S 9.200 0.3231 0.0000 17.557 0.09193 0.00000 5188.3 2228.3 0.0 S 9.233 0.3252 0.0000 17.565 0.09218 0.00000 5227.2 2239.3 0.0 S 9.267 0.3270 0.0000 17.572 0.09242 0.00000 5266.3 2250.4 0.0 S 9.300 0.3286 0.0000 17.580 0.09266 0.00000 5305.6 2261.5 0.0 S ' 9.333 0.3299 0.0000 17.588 0.09289 0.00000 5345.1 2272.6 0.0 S 9.367 0.3310 0.0000 17.596 0.09312 0.00000 5384.8 2263.8 0.0 S 9.400 0.3320 0.0000 17.603 0.09334 0.00000 5424.6 2295.0 0.0 S 9.433 0.3329 0.0000 17.611 0.09355 0.00000 5464.5 2306.2 0.0 S 9.467 0.3337 0.0000 17.619 0.09375 0.00000 5504.5 2317.4 0.0 S 9.500 0.3344 0.0000 17.626 0.09395 0.00000 5544.6 2328.7 0.0 S 1 9 533 0 3356 0 0000 17 634 0 09414 0 00000 5584.7 2340 0 0 0 S 9.567 0.3379 0.0000 17.641 0.09435 0.00000 5625.2 2351.3 0.0 S 9.600 0.3418 0.0000 17.649 0.09458 0.00000 5665.9 2362.6 0.0 S 9.633 0.3477 0.0000 17.657 0.09483 0.00000 5707.3 2374.0 0.0 S 9.667 0.3540 0.0000 17.665 0.09513 0.00000 5749.4 2385.4 0.0 S � 9.700 0.3600 0.0000 17.673 0.09545 0.00000 5792.3 2396.8 0.0 S 9.733 0.3653 0.0000 17.681 0.09578 0.00000 5835.8 2408.3 0.0 S 9.767 0.3698 0.0000 17.689 0.09613 0.00000 5879.9 2419.8 0.0 S 9.800 0.3737 0.0000 17.697 0.09648 0.00000 5924.5 2431.4 0.0 S 9.833 0.3769 0.0000 17.705 0.09683 0.00000 5969.5 2443.0 0.0 S ' 9.867 0.3796 0.0000 17.714 0.09717 0.00000 6014.9 2454.6 0.0 S 9.900 0.3820 0.0000 17.722 0.09750 0.00000 6060.6 2466.3 0.0 S 9.933 0.3841 0.0000 17.730 0.09783 0.00000 6106.6 2478.0 0.0 S 9.967 0.3859 0.0000 17.739 0.09814 0.00000 6152.8 2489.8 0.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:24 Page 51 ' t ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) , Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (k'/s) Volume(ft') Volume(ft') Volume(ft') Type 10.000 0.3876 0.0000 17.747 0.09845 0.00000 6199.2 2501.6 0.0 S 10.033 0.3899 0.0000 17.755 0.09876 0.00000 6245.8 2513.4 0.0 S , 10.067 0.3939 0.0000 17.764 0.09908 0.00000 6292.9 2525.3 0.0 S 10.100 0.4005 0.0000 17.772 0.09943 0.00000 6340.5 2537.2 0.0 S 10.133 0.4102 0.0000 17.781 0.09983 0.00000 6389.2 2549.1 0.0 S 10.167 0.4210 0.0000 17.790 0.10028 0.00000 6439.0 2561.1 0.0 S 10.200 0.4314 0.0000 17.799 0.10078 0.00000 6490.2 2573.2 0.0 S , 10233 0.4407 0.0000 17.808 0.10130 0.00000 6542.5 2585.3 0.0 S 10267 0.4486 0.0000 17.817 0.10185 0.00000 6595.9 2597.5 0.0 S 10.300 0.4553 0.0000 17.827 0.10239 0.00000 6650.1 2609.8 0.0 S 10.333 0.4610 0.0000 17.837 0.10294 0.00000 6705.1 2622.1 0.0 S 10.367 0.4658 0.0000 17.846 0.10347 0.00000 6760.7 2634.5 0.0 S � 10.400 0.4699 0.0000 17.856 0.10400 0.00000 6816.8 2646.9 0.0 S 10.433 0.4736 0.0000 17.866 0.10451 0.00000 6873.4 2659.4 0.0 S 10.467 0.4768 0.0000 17.876 0.10501 0.00000 6930.5 2672.0 0.0 S 10.500 0.4797 0.0000 17.885 0.10549 0.00000 6987.9 2684.6 0.0 S 10.533 0.4836 0.0000 17.895 0.10597 0.00000 7045.7 2697.3 0.0 S 10.567 0.4901 0.0000 17.905 0.10646 0.00000 7104.1 2710.1 0.0 S ' 10.600 0.5008 0.0000 17.915 0.10701 0.00000 7163.5 2722.9 0.0 S 10.633 0.5168 0.0000 17.925 0.10763 0.00000 7224.6 2735.8 0.0 S 10.667 0.5352 0.0000 17.936 0.10833 0.00000 7287.7 2748.7 0.0 S 10.700 0.5533 0.0000 17.947 0.10910 0.00000 7353.0 2761.7 0.0 S 10.�33 0.5695 0.0000 17.958 0.10992 0.00000 7420.4 2774.9 0.0 S , 10.767 0.5834 0.0000 17.970 0.11077 0.00000 7489.6 2788.1 0.0 S 10.800 0.5951 0.0000 17.982 0.11164 0.00000 7560.3 2801.5 0.0 S 10.833 0.6050 0.0000 17.994 0.11249 0.00000 7632.3 2814.9 0.0 S 10.867 0.6134 0.0000 18.006 0.11334 0.00000 7705.4 2828.5 0.0 S 10.900 0.6207 0.0000 18.01 B 0.11417 0.00000 7779.4 2842.1 0.0 S ' 10.933 0.6271 0.0000 18.030 0.11497 0.00000 7854.3 2855.9 0.0 S 10.967 0.6328 0.0000 18.042 0.11576 0.00000 7929.9 2869.7 0.0 S 11.000 0.6391 0.0000 18.055 0.11654 0.00000 8006.2 2883.7 0.0 S 11.033 0.6497 0.0000 18.067 0.11734 0.00000 8083.6 2897.7 0.0 S 11.067 0.6674 0.0000 18.080 0.11821 0.00000 6162.6 2911.8 0.0 S 11.100 0.6953 0.0000 18.093 0.11920 0.00000 8244.4 2926.1 0.0 S � 11.133 0.7319 0.0000 18.106 0.12036 0.00000 8330.0 2940.4 D.0 S 11.167 0.7695 0.0000 18.121 0.12167 0.00000 8420.1 2954.9 0.0 S 11200 0.8050 0.0000 18.136 0.12309 0.00000 8514.5 2969.6 0.0 S 11.233 0.8364 0.0000 18.151 0.12460 0.00000 6613.0 2984.5 0.0 S 11.267 0.8636 0.0000 18.167 0.12616 0.00000 67'I5.0 2999.5 0.0 S ' 11.300 0.8874 0.0000 18.184 0.12773 0.00000 8820.1 3014.8 0.0 S 11.333 0.9082 0.0000 18.201 0.12929 0.00000 8927.8 30302 0.0 S 11.367 0.9267 0.0000 18.218 0.13084 0.00000 9037.9 3045.8 0.0 S 1'1.400 0.9435 0.0000 18.235 0.13236 0.00000 9150.1 3061.6 0.0 S 11.433 0.9587 0.0000 18252 0.13385 0.00000 9264.3 3077.6 0.0 S ' 11.467 0.9728 0.0000 18270 0.13533 0.00000 9380.2 3093.7 0.0 S 11.500 0.9940 0.0000 18.288 0.13692 0.00000 94982 3110.0 0.0 S 11.533 1.0850 0.0000 18.306 0.13905 0.00000 9622.9 3126.6 0.0 S 11.567 1.2937 0.0000 18.328 0.14240 0.00000 9765.6 3143.4 0.0 S 11.600 1.6736 0.0000 18.355 0.14782 0.00000 9943.7 3160.7 0.0 S 11.633 2.2254 0.0000 18.391 0.15583 0.00000 10177.6 3178.9 0.0 S ' 11.667 2.8120 0.0000 18.437 0.16635 0.00000 10479.9 3198.1 0.0 S 11.700 3.3825 0.0000 18.493 0.17888 0.00000 10851.5 3218.8 0.0 S 11.733 3.8947 0.0000 18.557 0.19275 0.00000 11288.2 3241.1 0.0 S 11.767 4.3465 0.0000 18.628 0.20737 0.00000 11782.6 3265.1 0.0 S 11.800 4.7467 0.0000 18.703 0.22229 0.00000 12328.2 3290.8 0.0 S 1 11 833 5 1020 0 0000 18 783 0 23721 0 00000 12919 1 3318 4 0 0 S 11.867 5.4220 0.0000 18.865 025192 0.00000 13550.6 3347.8 0.0 S 11.900 5.7145 0.0000 18.949 0.26722 0.00000 14218.8 3378.9 0.0 S 11.933 5.9842 0.0000 19.035 0.28205 0.00368 14920.7 3411.9 0.2 S 11.967 6.2340 0.0000 19.122 0.29539 0.00687 15653.8 3446.6 0.9 S 1 12 000 6 4744 0.0000 19 210 0 30836 0 00901 16416 3 3482 8 1 6 S 12.033 6.6290 0.0000 19.299 0.32083 0.01074 17202.5 3520.6 3.0 S 12.067 6.6640 0.0000 19.387 0.33215 0.01222 18000.0 3559.8 4.4 S 12.100 6.5266 0.0000 19.471 0.34172 0.01349 18791.5 3600.3 5.9 S 12.133 6.1999 0.0000 19.551 0.34906 0.01459 19555.1 3641.8 7.6 S 12.167 5.8297 0.0000 19.625 0.35426 0.01553 20276.8 3684.1 9.4 S ' 12.200 5.4660 0.0000 t9.692 0.35761 0.01635 20954.6 3726.8 11.3 S 12.233 5.1543 0.0000 19.754 0.35957 0.01706 2'1591.8 3769.9 13.3 S 12.267 4.8976 0.0000 19.812 0.36057 0.01770 22194.9 3813.1 15.4 S 12.300 4.6859 0.0000 19.866 0.36094 0.01828 22769.9 3856.4 17.6 S 12.333 4.5128 0.0000 19.917 0.36091 0.01881 23321.9 3899.8 19.8 S , 12.367 4.3682 0.0000 19.965 0.36061 0.01930 23854.7 3943.1 22.1 S 12.400 4.2455 0.0000 20.012 0.36017 0.01976 24371.5 3986.3 24.4 S 12.433 4.1395 0.0000 20.056 0.35965 0.02019 24874.6 4029.5 26.8 S 12.467 4.0483 0.0000 20.099 0.35909 0.02060 25365.9 4072.6 29.3 S Clearvvater Health-Dental Clinic 03-18-2013 10:2124 Page 52 ' ' � PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overtlow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(fN) Volume(ft') Type 12.500 3.9581 0.0000 20.141 0.35848 0.02098 25846.3 4115.7 31.8 S 12.533 3.8631 0.0000 20.181 0.35776 0.02135 26315.6 4158.7 34.3 S , 12.567 3.7342 0.0000 20219 0.35677 0.02169 26771.4 4201.5 36.9 S 12.600 3.5487 0.0000 20.255 0.35532 0.02201 27208.4 4244.3 39.5 S 12.633 3.2970 0.0000 20.289 0.35321 0.02231 27619.1 4286.8 42.2 S 12.667 3.0315 0.0000 20.320 0.35043 0.02257 27998.8 4329.0 44.9 S 12.700 2.7767 0.0000 20.347 0.34712 0.02281 26347.3 4370.9 47.6 S , 12.733 2.5515 0.0000 20.372 0.34343 0.02302 28667.0 4412.4 50.3 S 12.767 2.3578 0.0000 20.395 0.33951 0.02320 28961.6 4453.3 53.1 S 12.800 2.1919 0.0000 20.415 0.33550 0.02337 29234.6 4493.8 55.9 S 12.833 2.0503 0.0000 20.434 0.33150 0.02353 29489.1 4533.9 58.7 S 12.867 1.9298 0.0000 20.452 0.32755 0.02367 29727.9 4573.4 61.5 S ' 12.900 1.8246 0.0000 20.468 0.32370 0.02380 29953.2 4612.5 64.4 S 12.933 1.7325 0.0000 20.483 0.31997 0.02393 30166.6 4651.1 67.3 S 12.967 �.6524 0.0000 20.497 0.31637 0.02404 30369.7 4689.3 70.1 S 13.000 1.5792 0.0000 20.511 0.31291 0.02415 30563.6 4727.0 73.0 S 13.033 1.5141 0.0000 20.523 0.30956 0.02425 30749.2 4764.4 75.9 S 13.067 1.4514 0.0000 20.535 0.30632 0.02434 30927.1 4801.3 78.8 S ' 13.100 1.3874 0.0000 20.546 0.30315 0.02443 31097.4 4837.9 81.8 S 13.133 1.3201 0.0000 20.557 0.30004 0.02452 31259.9 4874:1 84.7 S 13.167 1.2548 0.0000 20.567 0.29697 0.02460 31414.4 4909.9 87.7 S 13.200 1.1953 0.0000 20.576 0.29396 0.02467 31561.4 4945.3 90.6 S 13.233 1.1431 0.0000 20.585 0.29102 0.02474 31701.7 4980.4 93.6 S ' 13267 1.0986 0.0000 20.593 0.28818 0.02480 31836.2 5015.2 96.5 S 13.300 1.0610 0.0000 20.601 0.28544 0.02486 31965.8 5049.6 99.5 S 13.333 1.0297 0.0000 20.609 0.28280 0.02492 32091.2 5083.7 102.5 S 13.367 1.0030 0.0000 20.616 0.28028 0.02498 322'13.2 5117.5 105.5 S 13.400 0.9797 0.0000 20.623 027787 0.02503 32332.1 5151.0 108.5 S , 13.433 0.9594 0.0000 20.630 0.27556 0.02508 32448.5 5184.2 111.5 S 13.467 0.9418 0.0000 20.636 0.27335 0.02513 32562.6 5217.1 114.5 S 13.500 0.9263 0.0000 20.643 0.27124 0.02518 32674.6 5249.8 117.5 S 13.533 0.9119 0.0000 20.649 0.26922 0.02523 32784.9 5282.2 120.6 S 13.567 0.8969 0.0000 20.655 0.26726 0.02528 32893.5 5314.4 123.6 S 13.600 0.8796 0.0000 20.661 0.26536 0.02532 33000.1 5346.3 126.6 S ' 13.633 0.8593 0.0000 20.667 0.26350 0.02537 33104.4 5378.1 129.7 S 13.667 0.8381 0.0000 20.672 0.26168 0.02541 33206.2 5409.6 132.7 S 13.700 0.8184 0.0000 20.678 025988 0.02545 33305.6 5440.9 135.8 S 13.733 0.8011 0.0000 20.683 025813 0.02549 33402.8 5471.9 138.8 S 13.767 0.7865 0.0000 20.688 0.25642 0.02553 33498.0 5502.8 141.9 S ' 13.800 0.7745 0.0000 20.693 0.25477 0.02556 33591.7 5533.5 145.0 S 13.833 0.7648 0.0000 20.698 0.25317 0.02560 33684.1 5564.0 148.0 S 13.867 0.7565 0.0000 20.702 0.25163 0.02564 33775.3 55942 151.1 S 13.900 0.7495 0.0000 20.707 0.25015 0.02567 33865.7 5624.4 1542 S 13.933 0.7433 0.0000 20.712 0.24871 0.02571 33955.3 5654.3 157.3 S ' 13.967 0.7380 0.0000 20.716 024733 0.02574 34044.2 5684.0 160.4 S 14.000 0.7329 0.0000 20.721 0.24599 0.02577 34132.4 5713.6 163.4 S 14.033 0.7268 0.0000 20.725 0.24469 0.02581 34220.0 5743.1 166.5 S 14.067 0.7184 0.0000 20.730 0.24341 0.02584 34306.7 5772.4 169.6 S 14.100 0.7066 0.0000 20.734 0.24214 0.02587 34392.2 5801.5 172.7 S 14.133 0.6920 0.0000 20.738 024088 0.02591 34476.1 5830.5 175.8 S ' 14.167 0.6774 0.0000 20.743 0.23961 0.02594 34558.3 5859.3 179.0 S 14.200 0.6640 0.0000 20.746 0.23836 0.02597 34638.8 5888.0 162.1 S 14233 0.6524 0.0000 20.750 0.23712 0.02599 34717.8 5916.5 1852 S 14.267 0.6427 0.0000 20.754 0.23590 0.02602 34795.5 5944.9 188.3 S 14.300 0.6345 0.0000 20.758 0.23470 0.02605 34872.1 5973.1 191.4 S � 14.333 0.6276 0.0000 20.761 0.23354 0.02608 34947.8 6001.2 194.6 S 14.367 0.6218 0.0000 20.765 0.23241 0.02610 35022.8 6029.2 197.7 S 14.400 0.6167 0.0000 20.768 0.23131 0.02613 35097.1 6057.0 200.8 S 14.433 0.6123 0.0000 20.772 0.23023 0.02615 35170.8 6084.7 204.0 S 14.467 0.6085 0.0000 20.775 0.22919 0.02618 35244.1 6112.3 207.1 S 14.500 0.6048 0.0000 20.779 022818 0.02620 35316.9 6139.7 210.2 S 1 14.533 0 6006 0 0000 20 782 022718 0 02623 35389 2 6167 0 213 4 S 14.567 0.5947 0.0000 20.785 022620 0.02625 35460.9 6194.2 216.5 S 14.600 0.5864 0.0000 20.789 0.22522 0.02628 35531.8 6221.3 219.7 S 14.633 0.5757 0.0000 20.792 0.22424 0.02630 35601.5 6248.3 222.8 S 14.667 0.5648 0.0000 20.795 0.22325 0.02632 35669.9 6275.1 226.0 S ' 14.700 0.5547 0.0000 20.798 0.22227 0.02634 35737.1 6301.9 229.2 S 14.733 0.5460 0.0000 20.801 0.22130 0.02637 35803.2 6328.5 232.3 S 14.767 0.5387 0.0000 20.804 022034 0.02639 35868.2 6355.0 235.5 S 14.800 0.5324 0.0000 20.806 0.21939 0.02641 35932.5 6381.4 238.7 S 14.833 0.5272 0.0000 20.809 0.21846 0.02643 35996.1 6407.6 241.8 S ' 14.867 0.5228 0.0000 20.812 0.21756 0.02645 36059.1 6433.8 245.0 S 14.900 0.5190 0.0000 20.814 021667 0.02647 36121.6 6459.8 2482 S 14.933 0.5157 0.0000 20.817 0.21580 0.02648 36183.7 6485.8 251.4 S 14.967 0.5128 0.0000 20.820 0.21496 0.02650 36245.4 6511.6 254.5 S Clearwater Health-Dental Clinic 03-18-2013 10:21:25 Page 53 ' ' � PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont.d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre BasinJ ' Elapsed Infiow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'!s) (Wday) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 15.000 0.5101 0.0000 20.822 0.21413 0.02652 36306.8 6537.4 257.7 S 15.033 0.5075 0.0000 20.825 0.21332 0.02654 36367.8 6563.0 260.9 S , 15.067 0.5046 0.0000 20.827 0.21253 0.02656 36428.5 6588.6 264.1 S 15.100 0.5010 0.0000 20.830 0.21175 0.02658 36486.9 6614.0 267.3 S 15.133 0.4966 0.0000 20.832 0.21097 0.02660 36548.7 6639.4 270.5 S 15.167 0.4923 0.0000 20.835 0.21020 0.02661 36608.1 6664.7 273.7 S 15200 0.4883 0.0000 20.837 0.20945 0.02663 36666.9 6689.8 276.8 S , 15.233 0.4848 0.0000 20.839 0.20870 0.02665 36725.3 6714.9 280.0 S 15.267 0.4818 0.0000 20.842 0.20796 0.02666 36783.3 6739.9 283.2 S 15.300 0.4794 0.0000 20.844 0.20724 0.02668 36841.0 6764.8 286.4 S 15.333 0.4773 0.0000 20.846 0.20654 0.02670 36898.4 6789.7 289.6 S 15.367 0.4756 0.0000 20.849 0.20584 0.02672 36955.5 6814.4 292.9 S ' 15.400 0.4741 0.0000 20.851 0.20516 0.02673 37012.5 6839.1 296.1 S 15.433 0.4728 0.0000 20.853 0.20450 0.02675 37069.3 6863.6 299.3 S 15.467 0.4717 0.0000 20.856 0.20385 0.02676 37126.0 6888.1 302.5 S 15.500 0.4707 0.0000 20.858 0.20321 0.02678 37182.5 6912.6 305.7 S 15.533 0.4692 0.0000 20.860 0.20258 0.02680 37238.9 6936.9 308.9 S 15.567 0.4667 0.0000 20.862 0.20196 0.02681 37295.1 6961.2 312.1 S ' 15.600 0.4624 0.0000 20.865 0.20133 0.02683 37350.8 6985.4 315.3 S �5.633 0.4563 0.0000 20.867 0.20070 0.02685 37405.9 7009.5 318.6 S 15.667 0.4497 0.0000 20.869 0.20006 0.02686 37460.3 7033.6 321.8 S 15.700 0.4435 0.0000 20.871 0.19942 0.02688 375'13.9 7057.5 325.0 S 15.733 0.4380 0.0000 20.873 0.19878 0.02689 37566.8 7081.4 328.2 S � 15.767 0.4333 0.0000 20.875 0.19814 0.02690 37619.1 7105.2 331.5 S 15.800 0.4295 0.0000 20.877 0.19751 0.02692 37670.8 7129.0 334.7 S 15.833 0.4262 0.0000 20.879 0.19688 0.02693 37722.2 7152.6 337.9 S 15.867 0.4235 0.0000 20.881 0.19627 0.02694 37773.1 7176.2 341.2 S 15.900 0.4211 0.0000 20.883 0.19567 0.02696 37823.8 7199.7 344.4 S , 15.933 0.4190 0.0000 20.884 0.19507 0.02697 37874.2 7223.2 347.6 S 15.967 0.4172 0.0000 20.886 0.19449 0.02698 37924.4 7246.6 350.9 S 16.000 0.4156 0.0000 20.888 0.19392 0.02700 37974.4 7269.9 354.1 S 16.033 0.4139 0.0000 20.890 0.19335 0.02701 38024.1 7293.1 357.3 S 16.067 0.4119 0.0000 20.892 0.19280 0.02702 38073.7 7316.3 360.6 S 16.100 0.4091 0.0000 20.893 0.19224 0.02704 38122.9 7339.4 363.8 S , 16.133 0.4054 0.0000 20.895 0.19169 0.02705 38171.8 7362.4 367.1 S 16.167 0.4016 0.0000 20.897 0.19114 0.02706 36220.2 7385.4 370.3 S 16.200 0.3978 0.0000 20.899 0.19059 0.02707 36268.2 7408.3 373.6 S 16.233 0.3945 0.0000 20.900 0.19004 0.02709 38315.7 7431.1 376.8 S 16.267 0.3917 0.0000 20.902 0.18950 0.02710 38362.9 7453.9 380.1 S , 16.300 0.3894 0.0000 20.904 0.18896 0.02711 38409.8 7476.6 383.3 S 16.333 0.3874 0.0000 20.905 0.18843 0.02712 36456.4 74992 386.6 S 16.367 0.3857 0.0000 20.907 0.18791 0.02713 36502.8 7521.8 389.8 S 16.400 0.3842 0.0000 20.908 0.18740 0.02714 36549.0 7544.3 393.1 S 16.433 0.3830 0.0000 20.910 0.18689 0.02715 38595.0 7566.8 396.3 S ' 16.467 0.3819 0.0000 20.912 0.18640 0.02716 38640.9 7589.2 399.6 S 16.500 0.3809 0.0000 20.913 0.18591 0.0271 B 38686.7 7611.5 402.9 S 16.533 0.3800 0.0000 20.915 0.18543 0.02719 38732.3 7633.8 406.1 S 16.567 0.3789 0.0000 20.916 0.18496 0.02720 38777.8 7656.0 409.4 S 16.600 0.3776 0.0000 20.918 0.18449 0.02721 38823.2 7678.2 412.6 S 16.633 0.3759 0.0000 20.919 0.18402 0.02722 38668.4 7700.3 415.9 S , 16.667 0.3741 0.0000 20.921 0.18356 0.02723 38913.4 7722.4 4192 S 16.700 0.3723 0.0000 20.922 0.18310 0.02724 38958.2 7744.4 422.5 S 16.733 0.3708 0.0000 20.924 0.18265 0.02725 39002.8 7766.3 425.7 S 16.767 0.3695 0.0000 20.925 0.18220 0.02726 39047.2 7788.2 429.0 S 16.800 0.3684 0.0000 20.927 0.18176 0.02727 39091.5 7810.0 432.3 S ' 16.833 0.3675 0.0000 20.928 0.18132 0.02728 39135.7 7831.8 435.5 S 16.867 0.3667 0.0000 20.930 0.18089 0.02729 39179.7 7853.6 438.8 S �6.900 0.3661 0.0000 20.931 0.18046 0.02730 39223.7 7875.2 442.1 S 16.933 0.3655 0.0000 20.933 0.18005 0.02731 39267.6 7896.9 445.4 S 16.967 0.3651 0.0000 20.934 0.17963 0.02732 39311.4 7918.4 448.6 S 17.000 0.3646 0.0000 20.935 0.17923 0.02733 39355.2 7940.0 451.9 S ' 17.033 0.3640 0.0000 20.937 0.17883 0.02734 39398.9 7961.5 455.2 S 17.067 0.3630 0.0000 20.938 0.17843 0.02736 39442.5 7982.9 458.5 S 17.100 0.3615 0.0000 20.940 0.17803 0.02737 39486.0 8004.3 461.8 S 17.133 0.3597 0.0000 20.941 0.17763 0.02738 39529.3 8025.6 465.1 S 17.167 0.3578 0.0000 20.943 0.17724 0.02739 39572.3 8046.9 468.3 S � 17.200 0.3561 0.0000 20.944 0.17684 0.02740 39615.1 8068.2 471.6 S 17.233 0.3546 0.0000 20.945 0.17645 0.02740 39657.8 8089.4 474.9 S 17.267 0.3533 0.0000 20.947 0.17606 0.02741 39700.3 8110.5 478.2 S 17.300 0.3523 0.0000 20.948 0.17568 0.02742 39742.6 8131.6 481.5 S 17.333 0.3515 0.0000 20.950 0.17530 0.02743 39784.8 8152.7 484.8 S � 17.367 0.3507 0.0000 20.951 0.17492 0.02744 39827.0 8173.7 488.1 S 17.400 0.3501 0.0000 20.952 0.17455 0.02745 39669.0 8194.6 491.4 S 17.433 0.3496 0.0000 20.954 0.17418 0.02746 39911.0 8215.6 494.7 S 17.467 0.3491 0.0000 20.955 0.17382 0.02747 39952.9 8236.5 498.0 S Clearwater Health-Dental Clinic 03-18-2013 10:21:25 Page 54 ' ' � PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. , Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 17.500 0.3486 0.0000 20.956 0.17347 0.02748 39994.8 8257.3 501.3 S 17.533 0.3473 0.0000 20.958 0.17311 0.02749 40036.5 8278.1 504.6 S ' 17.567 0.3448 0.0000 20.959 0.17275 0.02750 40078.0 8298.8 507.9 S 17.600 0.3404 0.0000 20.960 0.17238 0.02751 4D119.2 8319.5 511.2 S 17.633 0.3342 0.0000 20.962 0.17199 0.02752 40159.6 8340.2 514.5 S 17.667 0.3277 0.0000 20.963 0.17159 0.02753 40199.4 8360.8 517.8 S 17.700 0.3217 0.0000 20.964 0.17119 0.02754 40238.3 8381.4 521.1 S , 17.733 0.3164 0.0000 20.965 0.17077 0.02754 40276.6 8401.9 524.4 S 17.767 0.3120 0.0000 20.966 0.17036 0.02755 40314.3 8422.4 527.7 S 17.800 0.3083 0.0000 20.967 0.16994 0.02756 4D351.5 8442.8 531.0 S 17.833 0.3052 0.0000 20.968 0.16953 0.02756 40388.3 8463.2 534.3 S 17.867 0.3025 0.0000 20.969 0.16912 0.02757 40424.8 8483.5 537.6 S 17.900 0.3002 0.0000 20.970 0.16872 0.02758 40461.0 8503.8 540.9 S ' 17.933 0.2982 0.0000 20.97� 0.16832 0.02758 40496.9 8524.0 544.2 S 17.967 0.2964 0.0000 20.972 0.16793 0.02759 40532.5 8544.1 547.5 S 18.000 0.2948 0.0000 20.973 0.16754 0.02760 40568.0 8564.3 550.8 S 18.033 0.2938 0.0000 20.974 0.16717 0.02760 40603.3 8584.4 5542 S 18.067 0.2936 0.0000 20.975 0.16680 0.02761 40638.6 8604.4 557.5 S , 18.100 0.2944 0.0000 20.976 0.16644 0.02762 40673.8 8624.4 560.8 S 18.133 0.2965 0.0000 20.977 0.16610 0.02762 40709.3 8644.3 564.1 S 18.167 0.2988 0.0000 20.978 0.16577 0.02763 4D745.0 8664.3 567.4 S 18200 0.3010 0.0000 20.978 0.16546 0.02764 40781.0 8684.1 570.7 S 18.233 0.3030 0.0000 20.979 0.16515 0.02764 40817.3 8704.0 574.0 S 18.267 0.3046 0.0000 20.980 0.16486 0.02765 40853.7 8723.8 577.4 S ' 18.300 0.3060 0.0000 20.982 0.16457 0.02766 40890.3 8743.5 580.7 S 18.333 0.3071 0.0000 20.983 0.16428 0.02766 40927.1 8763.3 584.0 S 18.367 0.3081 0.0000 20.984 0.16400 0.02767 40964.0 8783.0 587.3 S 18.400 0.3090 0.0000 20.985 0.16372 0.02768 41001.1 8802.6 590.6 S 18.433 0.3097 0.0000 20.986 0.16345 0.02769 41038.2 8822.2 594.0 S , 18.467 0.3104 0.0000 20.987 0.16318 0.02769 41075.4 8841.8 597.3 S 18.500 0.3110 0.0000 20.988 0.16291 0.02770 41112.7 8861.4 600.6 S 18.533 0.3109 0.0000 20.989 0.16264 0,02771 41150.0 8880.9 603.9 S 18.567 0.3096 0.0000 20.990 0.16237 0.02772 41187.2 8900.4 607.3 S 18.600 0.3064 0.0000 20.991 0.16209 0.02772 41224.2 8919.9 610.6 S ' 18.633 0.3011 0.0000 20.992 0.16179 0.02773 41260.6 8939.3 613.9 S 18.667 0.2952 0.0000 20.993 0.16147 0.02774 41296.4 8958.7 617.2 S 18.700 02895 0.0000 20.994 0.16115 0.02775 41331.5 8978.1 620.6 S 18.733 02846 0.0000 20.995 0.16081 0.02775 41365.9 8997.4 623.9 S 18.767 0.2804 0.0000 20.996 0.16047 0.02776 41399.8 9016.7 6272 S 18.800 0.2769 0.0000 20.997 0.16013 0.02776 41433.3 9035.9 630.6 S ' 18.833 0.2740 0.0000 20.997 0.15979 0.02777 41466.3 9055.1 633.9 S 18.867 0.2715 0.0000 20.998 0.15945 0.02777 41499.1 9074.3 637.2 S 18.900 0.2694 0.0000 20.999 0.15912 0.02778 41531.5 9093.4 640.6 S 18.933 0.2675 0.0000 21.000 0.15879 0.02778 41563.7 9112.5 643.9 S 18.967 02659 0.0000 21.000 0.15846 0.02779 41595.7 9131.5 647.2 S , 19.000 02644 0.0000 21.001 0.15814 0.02779 41627.6 9150.5 650.6 S 19.033 0.2634 0.0000 21.002 0.15782 0.02780 41659.2 9169.5 653.9 S 19.067 0.2631 0.0000 21.003 0.15751 0.02780 41690.8 9188.4 657.2 S 19.100 0.2638 0.0000 21.003 0.15721 0.02781 41722.4 9207.3 660.6 S 19.133 0.2657 0.0000 21.004 0.15693 0.02781 41754.2 9226.1 663.9 S , 19.167 0.2680 0.0000 21.005 0.15666 0.02782 41786.2 9244.9 667.2 S 19.200 0.2703 0.0000 21.006 0.15639 0.02782 41818.5 9263.7 670.6 S 19.233 02723 0.0000 21.006 0.15614 0.02783 41851.1 9282.5 673.9 S 19.267 0.2741 0.0000 21.007 0.15590 0.02784 41883.9 9301.2 677.3 S 19.300 0.2755 0.0000 21.008 0.15566 0.02784 41916.8 9319.9 680.6 S ' 19.333 0.2767 0.0000 21.009 0.15542 0.02785 41950.0 9338.5 683.9 S 19.367 0.2777 0.0000 21.010 0.15519 0.02785 41983.2 9357.2 687.3 S 19.400 0.2786 0.0000 21.011 0.15496 0.02786 42016.6 9375.8 690.6 S 19.433 0.2793 0.0000 21.011 0.15473 0.02787 42050.1 9394.4 694.0 S 19.467 0.2800 0.0000 21.012 0.15451 0.02787 42083.6 9412.9 697.3 S 19.500 0.2807 0.0000 21.013 0.15429 0.02788 42117.3 9431.4 700.7 S , 19.533 0.2811 0.0000 21.014 0.15407 0.02788 42151.0 9449.9 704.0 S 19.567 0.2811 0.0000 21.015 0.15385 0.02789 42184.7 9468.4 707.4 S 19.600 0.2806 0.0000 21.016 0.15362 0.02790 42218.4 9486.9 710.7 S 19.633 0.2795 0.0000 21.017 0.15340 0.02790 42252.0 9505.3 714.0 S 19.667 0.2781 0.0000 21.018 0.15317 0.02791 42285.5 9523.7 717.4 S ' 19.700 0.2766 0.0000 21.018 0.15294 0.02791 42318.8 9542.1 720.7 S 19.733 0.2753 0.0000 21.019 0.15270 0.02792 42351.9 9560.4 724.1 S 19.767 0.2742 0.0000 21.020 0.15247 0.02793 42384.8 9578.7 727.4 S 19.800 0.2733 0.0000 21.021 0.15223 0.02793 42417.7 9597.0 730.8 S 19.833 0.2726 0.0000 21.022 0.15200 0.02794 42450.5 9615.2 734.2 S 19.867 0.2720 0.0000 21.023 0.15177 0.02794 42483.1 9633.5 737.5 S ' 19.900 0.2715 0.0000 21.023 0.15154 0.02795 42515.8 9651.7 740.9 S 19.933 0.2711 0.0000 21.024 0.15131 0.02795 42548.3 9669.8 744.2 S 19.967 0.2707 0.0000 21.025 0.15109 0.02796 42580.8 9688.0 747.6 S Clearwater Health-Dental Clinic 03-18-2013 10:21:25 Page 55 ' , ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.1 :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'!s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 20.000 0.2702 0.0000 21.026 0.15086 0.02797 42613.3 9706.1 750.9 S 20.033 0.2692 0.0000 21.027 0.15064 0.02797 42645.6 9724.2 754.3 S ' 20.067 0.2672 0.0000 21.028 0.15040 0.02798 42677.8 9742.2 757.6 S 20.100 0.2638 0.0000 21.028 0.15016 0.02798 42709.7 9760.3 761.0 S 20.133 0.2593 0.0000 21.029 0.14991 0.02799 42741.1 9778.3 764.4 S 20.167 0.2547 0.0000 21.030 0.14965 0.02799 42771.9 9796.3 767.7 S 20.200 0.2504 0.0000 21.030 0.14938 0.02800 42802.2 9814.2 771.1 5 , 20233 0.2467 0.0000 21.031 0.14911 0.02800 42832.1 9832.1 774.4 S 20267 0.2436 0.0000 21.032 0.14883 0.02801 42861.5 9850.0 777.8 S 20.300 0.2409 0.0000 21.032 0.14856 0.02801 42890.5 9867.8 781.1 S 20.333 0.2387 0.0000 21.033 0.14828 0.02801 42919.3 9885.6 784.5 S 20.367 0.2368 0.0000 21.033 0.14801 0.02802 42947.8 9903.4 787.9 S ' 20.400 0.2351 0.0000 21.034 0.14774 0.02802 429762 9921.2 7912 S 20.433 0.2336 0.0000 21.035 0.14748 0.02803 43004.3 9938.9 794.6 S 20.467 02323 0.0000 21.035 0.14721 0.02803 43032.2 9956.6 798.0 S 20.500 0.2312 0.0000 21.036 0.14695 0.02803 43060.0 9974.2 801.3 S 20.533 0.2302 0.0000 21.036 0.14670 0.02804 43087.7 9991.8 804.7 S 20.567 0.2293 0.0000 21.037 0.14644 0.02804 43115.3 10009.4 808.1 S , 20.600 0.2285 0.0000 21.037 0.14619 0.02804 43142.8 10027.0 811.4 S 20.633 02278 0.0000 21.037 0.14595 0.02805 43170.1 10044.5 814.8 S 20.667 0.2272 0.0000 21.038 0.14570 0.02805 43197.4 10062.0 818.1 S 20.700 0.2266 0.0000 21.038 0.14546 0.02805 43224.7 10079.5 821.5 S 20.733 0.2262 0.0000 21.039 0.14522 0.02806 43251.8 10096.9 824.9 S ' 20.767 0.2258 0.0000 21.039 0.14499 0.02806 43279.0 10114.3 828.2 S 20.800 0.2254 0.0000 21.040 0.14475 0.02806 43306.0 10131.7 831.6 S 20.833 0.2251 0.0000 21.040 0.14452 0.02807 43333.1 10149.1 835.0 S 20.867 0.2248 0.0000 21.041 0.14430 0.02807 43360.0 10166.4 838.4 S 20.900 0.2246 0.0000 21.041 0.14407 0.02807 43387.0 10183.7 841.7 S 20.933 0.2244 0.0000 21.042 0.14385 0.02807 43414.0 10201.0 845.1 S ' 20.967 0.2243 0.0000 21.042 0.14363 0.02808 43440.9 10218.2 848.5 S 21.000 0.2241 0.0000 21.043 0.14341 0.02808 43467.8 10235.4 851.8 S 21.033 0.2240 0.0000 21.043 0.14320 0.02808 43494.7 10252.6 8552 S 21.067 0.2239 0.0000 21.044 0.14298 0.02809 43521.5 10269.8 858.6 S 21.100 0.2239 0.0000 21.044 0.14277 0.02809 43548.4 10287.0 861.9 S ' 21.133 0.2238 0.0000 21.045 0.14257 0.02809 43575.3 10304.1 865.3 S 21.167 0.2238 O.00DO 21.045 0.14236 0.02810 43602.1 10321.2 868.7 S 21.200 0.2238 0.0000 21.046 0.14216 0.02810 43629.0 10338.2 872.1 S 21233 0.2238 0.0000 21.046 0.14195 0.02810 43655.8 10355.3 875.4 S 21.267 0.2238 0.0000 21.046 0.14175 0.02811 43682.7 10372.3 878.8 S ' 21.300 0.2238 0.0000 21.047 0.14156 0.02811 43709.6 10389.3 882.2 S 21.333 0.2238 0.0000 21.047 0.14136 0.02811 43736.4 10406.3 885.5 S 21.367 0.2239 0.0000 21.048 0.14117 0.02812 43763.3 10423.2 888.9 S 21.400 0.2239 0.0000 21.048 0.14097 0.02812 43790.1 10440.2 892.3 S 21.433 0.2239 0.0000 21.049 0.14078 0.02812 43817.0 10457.1 895.7 S ' 21.467 0.2240 0.0000 21.049 0.14059 0.02813 43843.9 10474.0 899.0 S 21.500 0.2240 0.0000 21.050 0.14041 0.02813 43870.8 10490.8 902.4 S 21.533 0.2240 0.0000 21.050 0.14022 0.02813 43897.6 10507.7 905.8 S 21.567 0.2240 0.0000 21.051 0.14004 0.02814 43924.5 10524.5 909.2 S 21.600 0.2241 0.0000 21.051 0.13985 0.02814 43951.4 10541.3 912.5 S 21.633 0.2241 0.0000 21.052 0.13967 0.02814 43978.3 10558.0 915.9 S ' 21.667 0.2241 0.0000 21.052 0.13949 0.02815 44005.2 10574.8 919.3 S 21.700 0.224'I 0.0000 21.053 0.13931 0.02815 44032.1 10591.5 922.7 S 21.733 0.2242 0.0000 21.053 0.13913 0.02815 44059.0 10608.2 926.1 S 21.767 0.2242 0.0000 21.054 0.13896 0.02816 44085.9 10624.9 929.4 S 21.800 0.2242 0.0000 21.054 0.13878 0.02816 44112.8 10641.6 932.8 S ' 21.833 0.2242 0.0000 21.055 0.13861 0.02816 44139.7 10658.2 936.2 S 21.867 0.2243 0.0000 21.055 0.13844 0.02817 44166.6 10674.8 939.6 S 21.900 0.2243 0.0000 21.056 0.13827 0.02817 44193.5 10691.4 943.0 S 21.933 0.2243 0.0000 21.056 0.13810 0.02818 44220.4 10708.0 946.3 S 21.967 0.2244 0.0000 21.057 0.13793 0.02818 44247.4 10724.6 949.7 S 22.000 0.2244 0.0000 21.057 0.13776 0.02818 44274.3 10741.1 953.1 S ' 22.033 0.2244 0.0000 21.058 0.13759 0.02819 44301.2 10757.6 956.5 S 22.067 0.2244 0.0000 21.058 0.13743 0.02819 44328.1 10774.1 959.9 S 22.100 0.2245 0.0000 21.059 0.13726 0.02819 44355.1 10790.6 963.2 S 22.133 0.2245 0.0000 21.060 0.13710 0.02820 44382.0 10807.1 966.6 S 22.167 02245 0.0000 21.060 0.13694 0.02820 44409.0 10823.5 970.0 S , 22.200 0.2245 0.0000 21.061 0.13678 0.02820 44435.9 10840.0 973.4 S 22.233 0.2246 0.0000 21.061 0.13662 0.02821 44462.8 10856.4 976.8 S 22.267 0.2246 0.0000 27.062 0.13646 0.02821 44489.8 10872.7 980.2 S 22.300 0.2246 0.0000 21.062 0.13630 0.02821 44516.7 10889.1 983.6 S 22.333 0.2246 0.0000 21.063 0.13614 0.02822 44543.7 10905.5 986.9 S , 22.367 0.2247 0.0000 21.063 0.13599 0.02822 44570.7 10921.8 990.3 S 22.400 0.2247 0.0000 21.064 0.13583 0.02823 44597.6 10938.1 993.7 S 22.433 0.2247 0.0000 21.064 0.13568 0.02823 44624.6 10954.4 997.1 S 22.467 0.2248 0.0000 21.065 0.13553 0.02823 44651.6 10970.7 1000.5 S Clearwater Health-Dental Clinic 03-18-2013 10:21:25 Page 56 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. tDetailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 22.500 0.2248 0.0000 21.065 0.13538 0.02824 44678.5 10986.9 1003.9 S 22.533 0.2246 0.0000 21.066 0.13522 0.02824 44705.5 11003.1 1007.3 S ' 22.567 0.2241 0.0000 21.066 0.13507 0.02824 44732.4 11019.4 1010.7 S 22.600 0.2230 0.0000 21.067 0.13491 0.02825 44759.2 11035.6 1014.0 S 22.633 0.2211 0.0000 21.068 0.13475 0.02825 44785.9 11051.7 1017.4 S 22.667 0.2190 0.0000 21.068 0.13458 0.02825 44812.3 11067.9 1020.8 S 22.700 0.2168 0.0000 21.069 0.13441 0.02826 44838.4 11084.0 1024.2 S ' 22.733 0.2149 0.0000 21.069 0.13424 0.02826 44864.3 11100.2 1027.6 S 22.767 0.2132 0.0000 21.069 0.13406 0.02826 44890.0 11116.3 1031.0 S 22.800 0.2118 0.0000 21.070 0.13388 0.02827 44915.5 11132.3 1034.4 S 22.833 0.2107 0.0000 21.070 0.13371 0.02827 44940.9 11148.4 1037.8 S 22.867 0.2097 0.0000 21.071 0.13353 0.02827 44966.1 11164.4 1041.2 S 22.900 0.2088 0.0000 21.071 0.13335 0.02828 44991.2 11180.4 1D44.6 S , 22.933 0.2081 0.0000 21.072 0.13318 0.02828 45016.2 11196.4 1048.0 S 22.967 0.2075 0.0000 21.072 0.13301 0.02828 45041.2 11212.4 1051.4 S 23.000 0.2068 0.0000 21.072 0.13284 0.02828 45066.0 11228.4 1054.7 S 23.033 0.2062 0.0000 21.073 0.13267 0.02829 45090.8 11244.3 1058.1 S 23.067 0.2053 0.0000 21.073 0.13250 0.02829 45115.5 11260.2 1061.5 S ' 23.100 0.2043 0.0000 21.074 0.13233 0.02829 45140.1 11276.1 1064.9 S 23.133 0.2030 0.0000 21.074 0.13215 0.02830 45164.5 11292.0 1068.3 S 23.167 02017 0.0000 21.074 0.13198 0.02830 45188.8 11307.8 1071.7 S 23.200 0.2006 0.0000 21.075 0.13181 0.02830 45212.9 11323.6 1075.1 S 23.233 0.1996 0.0000 21.075 0.13163 0.02830 45236.9 11339.4 1078.5 S ' 23267 0.1987 0.0000 21.075 0.13146 0.02831 45260.8 11355.2 1081.9 S 23.300 0.1980 0.0000 21.076 0.13129 0.02831 45284.6 11371.0 1085.3 S 23.333 0.1973 0.0000 21.076 0.13112 0.02831 45308.3 11366.7 1088.7 S 23.367 0.1968 0.0000 21.076 0.13095 0.02831 45332.0 11402.5 1092.1 S 23.400 0.1964 0.0000 21.077 0.13078 0.02831 45355.6 11418.2 1095.5 S 23.433 0.1960 0.0000 21.077 0.13061 0.02832 45379.1 11433.8 1098.9 S ' 23.467 0.1956 0.0000 21.077 0.13045 0.02832 45402.6 11449.5 1102.3 S 23.500 0.1952 0.0000 21.078 0.13029 0.02832 45426.1 11465.1 1105.7 S 23.533 0.1945 0.0000 21.078 0.13012 0.02832 45449.4 11480.8 1109.1 S 23.567 0.1931 0.0000 21.078 0.12996 0.02833 45472.7 11496.4 1112.5 S 23.600 0.1908 0.0000 21.079 0.12978 0.02833 45495.7 11512.0 1115.9 S ' 23.633 0.1876 0.0000 21.079 0.12960 0.02833 45518.4 11527.5 1119.3 S 23.667 0.1842 0.0000 21.079 0.12941 0.02833 45540.7 11543.1 1122.7 S 23.700 0.1811 0.0000 21.079 0.12922 0.02833 45562.7 11558.6 1126.1 S 23.733 0.1783 0.0000 21.080 0.12902 0.02833 45584.2 11574.1 1129.5 S 23.767 0.1760 0.0000 21.080 0.12882 0.02833 45605.5 11589.5 1132.9 S , 23.800 0.1741 0.0000 21.080 0.12863 0.02834 45626.5 11605.0 1136.3 S 23.833 0.1725 0.0000 21.080 0.12843 0.02834 45647.3 11620.4 1139.7 S 23.867 0.1711 0.0000 21.080 0.12823 0.02834 45667.9 11635.8 1143.1 S 23.900 0.1699 0.0000 21.080 0.12804 0.02834 45688.4 11651.2 1146.5 S 23.933 0.1689 0.0000 21.080 0.12785 0.02834 45708.7 11666.5 1149.9 S 23.967 0.1679 0.0000 21.081 0.12766 0.02834 45728.9 11681.9 1153.3 S ' 24.000 0.1671 0.0000 21.081 0.12747 0.02834 45749.0 11697.2 1156.7 S 24.033 0.1644 0.0000 21.081 0.12727 0.02834 45768.9 11712.5 1160.1 S 24.067 0.1586 0.0000 21.08'I 0.12706 0.02834 45788.3 11727.7 1163.5 S 24.100 0.1481 0.0000 21.081 0.12681 0.02834 45806.7 11743.0 1166.9 S 24.133 0.1323 0.0000 21.081 0.12651 0.02834 45823.5 11758.2 1170.3 S , 24.167 0.1157 0.0000 21.080 0.12618 0.02834 45838.4 11773.3 1173.7 S 24.200 0.0999 0.0000 21.080 0.12581 0.02834 45851.3 11788.4 1177.1 S 24.233 0.0662 0.0000 21.079 0.12541 0.02833 45862.5 11803.5 1180.5 S 24.267 0.0747 0.0000 21.079 0.12500 0.02833 45872.1 11818.5 1183.9 S 24.300 0.0649 0.0000 21.078 0.12459 0.02832 45880.5 11833.5 1187.3 S ' 24.333 0.0567 0.0000 21.077 0.12418 0.02832 45887.8 11848.4 1190.7 S 24.367 0.0497 0.0000 21.076 0.12377 0.02831 45894.2 11863.3 1194.1 S 24.400 0.0436 0.0000 21.075 0.12336 0.02831 45899.8 11878.2 1197.5 S 24.433 0.0383 0.0000 21.074 0.12296 0.02830 45904.7 11892.9 1200.9 S 24.467 0.0336 0.0000 21.073 0.�2257 0.02829 45909.0 11907.7 1204.3 S 24.500 0.0292 0.0000 21.072 0.12218 0.02828 45912.8 11922.3 1207.7 S ' 24.533 0.0255 0.0000 21.071 0.12180 0.02828 45916.1 11937.0 1211.1 S 24.567 0.0223 0.0000 21.070 0.12143 0.02827 45918.9 11951.6 1214.5 S 24.600 0.0194 0.0000 21.069 0.12106 0.02826 45921.4 11966.1 1217.9 S 24.633 0.0168 0.0000 21.068 0.12070 0.02825 45923.6 11980.6 12212 S 24.667 0.0144 0.0000 21.067 0.12035 0.02825 45925.5 11995.1 1224.6 S , 24.700 0.0124 0.0000 21.066 0.12000 0.02824 45927.1 12009.5 1228.0 S 24.733 0.0106 0.0000 21.064 0.11966 0.02823 45928.5 12023.9 1231.4 S 24.767 0.0089 0.0000 21.063 0.11933 0.02822 45929.6 12038.2 1234.8 S 24.800 0.0075 0.0000 21.062 0.11900 0.02821 45930.6 12052.5 1238.2 S 24.833 0.0063 0.0000 21.061 0.11868 0.02820 45931.4 12066.8 1241.6 S t 24.867 0.0052 0.0000 21.059 0.11836 0.02820 45932.1 12081.0 1245.0 S 24.900 0.0043 0.0000 21.058 0.11805 0.02819 45932.7 12095.2 1248.3 S 24.933 0.0034 0.0000 21.057 0.11774 0.02818 45933.2 12109.3 1251.7 S 24.967 0.0027 0.0000 21.056 0.11744 0.02817 45933.5 12123.5 1255.1 S Cleanroater Health-Dental Clinic 03-18-2013 10:21:25 Page 57 ' , ' PONDS Version 3.2.0147 Retention Pond Recovery-Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Detailed Results(cont,d.) :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) � Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft'/s) (ft/day) (ft datum) (ft'/s) (ft'/s) Volume(ft') Volume(ft') Volume(ft') Type 25.000 0.0021 0.0000 21.054 0.11714 0.02816 45933.8 12137.5 1258.5 S 25.033 0.0016 0.0000 21.053 0.11685 0.02815 45934.0 12151.6 1261.9 S ' 25.067 0.0012 D.0000 21.052 0.11657 0.02814 45934.2 12165.6 1265.2 S 25.100 0.0008 0.0000 21.051 0.11628 0.02813 45934.3 12179.5 1268.6 S 25.133 0.0006 0.0000 21.049 0.11601 0.02813 45934.4 12193.5 1272.0 S 25.167 0.0003 0.0000 21.048 0.11573 0.02812 45934.5 12207.4 1275.4 S 25200 0.0002 0.0000 21.047 0.11546 0.02811 45934.5 12221.3 1278.7 S , 25233 0.0001 0.0000 21.045 0.11520 0.02810 45934.5 12235.1 1282.1 S 25.267 0.0000 0.0000 21.044 0.11493 0.02809 45934.5 12248.9 1285.5 S 25.300 0.0000 0.0000 21.043 0.11468 0.02808 45934.5 12262.7 1288.9 S 25.333 0.0000 0.0000 21.042 0.11442 0.02807 45934.5 12276.4 1292.2 S 25.367 0.0000 0.0000 21.040 0.11412 0.02806 45934.5 12290.1 1295.6 S � 27.767 0.0000 0.0000 20.956 0.09684 0.02748 45934.5 13168.0 1535.5 S 30.167 0.0000 0.0000 20.876 0.08820 0.02691 45934.5 13963.5 1770.5 S 32.567 0.0000 0.0000 20.801 0.08109 0.02637 45934.5 14692.1 2000.7 S 34.967 0.0000 0.0000 20.728 0.07506 0.02583 45934.5 15364.6 2226.2 S 37.367 0.0000 0.0000 20.658 0.06986 0.02530 45934.5 15989.1 2447.1 S 39.767 0.0000 0.0000 20.591 0.06530 0.02478 45934.5 16571.8 2663.4 S ' 42.167 0.0000 0.0000 20.526 0.06127 0.02427 45934.5 17117.6 2875.4 S 44.567 0.0000 0.0000 20.463 0.05768 0.02376 45934.5 17630.6 3082.9 S 46.967 0.0000 0.0000 20.402 0.05447 0.02326 45934.5 181�4.3 3286.0 S 49.367 0.0000 0.0000 20.343 0.05157 0.02277 45934.5 18571.7 3484.9 S 51.767 0.0000 0.0000 20285 0.04893 0.02228 45934.5 19005.4 3679.5 S ' S4.167 0.0000 0.0000 20230 0.04653 0.02179 45934.5 19417.3 3869.8 S 56.567 0.0000 0.0000 20.176 0.04432 0.02130 45934.5 19809.4 4056.0 S 58.967 0.0000 0.0000 20.123 0.04229 0.02082 45934.5 20183.2 4238.0 S 61.367 0.0000 0.0000 20.072 0.03998 0.02034 45934.5 20540.1 4415.8 S 73.367 0.0000 0.0000 19.847 0.03064 0.01808 45934.5 21980.7 5245.7 S � 85.367 0.0000 0.0000 19.645 0.02584 0.01578 45934.5 23187.4 5977.0 S 97.367 0.0000 0.0000 19.463 45934.5 24213.6 6606.6 N.A. ' ' ' � ' ' , , Clearwater Health-Dental Clinic 03-18-2013 10:2125 Page 58 ' ' ' PONDS Version 3.2.0147 Retention Pond Recovery -Refined Method Copyright 2000 Devo Seereeram, Ph.D., P.E. ' Summarv of Results :: Scenario 7 :: 100 year-24 hour Storm Dry Pond(1.6 acre Basin) ' Time Stage Rate Volume (hours) (ft datum) (ft/s) (ft') Stage Minimum 1.000 15.93 ' Maximum 24.067 21.08 I nflow Rate-Maximum-Positive 12.067 6.6640 ' Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 25.267 45934.5 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 45934.5 ' Infiltration Rate-Maximum-Positive 12.300 0.3609 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 24213.6 ' Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 24213.6 ' Combined Discharge Rate-Maximum-Positive 24.067 0.0283 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 6606.6 Cumulative Volume-Maximum Negative None None ' Cumulative Volume-End of Simulation 97.367 6606.6 Discharge Structure 1 -simple orifice Rate-Maximum-Positive 24.067 0.0283 � Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 97.367 6606.6 Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 6606.6 ' Discharge Structure 2 -simple weir Rate-Maximum-Positive None None Rate-Maximum-Negative None None ' Cumulative Volume-Maximum Positive None None Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 97.367 0.0 ' Discharge Structure 3 -inactive Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Cumulative Volume-Maximum Negative disabied disabled ' Cumulative Volume-End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume N.A. N.A. N.A. � 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. , , Ciearwater Health-Dental Ciinic 03-18-2013 10:21:26 Page 59 � ' � � ' ' �� Informat��on �'� eTo Build�n , Ertgineering�Consutting e Testing ' ' GEOTECHNICAL ENGINEERING SERVICES REPORT ' For the ' CLEARWAT�R DENTAL ADDITION 707 E.DRUID AVE. CLEARWATER,FI.ORIDA ' ����111 I 1 I(11//��/ ��� E� M��LB ��i Prepa�•ed far �� ��,• ,U,� ii �.� Ns�� •.�t� i� � , I L Spring Engineering _ � ��;* f � 3014 US Highway 19 �` ��� , artin E.�t1� lb , 0 �W~ ' Holiday,Florida 34691 � % � ' Senior Geott*e�oal ng'sne�q.�;��� ; '� � Prepared by Florida Licen�¢r� E�. • �`�♦ /��� SJON������/(� �f/1111111 ' Professional5ervice Industries,Inc. � 5801 Benjamin Center Drive ,, � � Suite ll2 ����''�/`�;f—,•"6-�.- � ' Tampa,rlorida 33634 � ' � Telephone(S13) 886-1075 David S.Harris,P.E. � ' Fax(813)888-6514 Projec[Engineer � Florida License No.68377 � � � ' k5I Project No.0775-1699 ; k January 9,2013 � � � i � ' E , ' � , TABL�OF CONTENTS t1.0 PRO,IECT INI'ORMATION.................................................................................................1 ' 1.I PROJECT AU'I'HORIZATION..................................................................................................1 1.2 PROJECT DESCRIPTION.......................................................................................................1 ! � 13 PiJItP05E AND SCOPE OP SERVtCES.....................................................................................1 I 2.0 SIT�AND SUBSURFACE C�NDITIONS.........................................................................2 , 2.1 SITELOCATIONANDDESCRIPTION.....................................................................................2 2.2 PINELLAS COUNTY SOIL SURVEY. �3 2.3 FIELD INVEST1GA�r�onT........................................................................................................3 2.4 SUBSURFACE CONDITIONS..................................................................................................4 , 2.$ GROUND�VATER IIVFORMA'l ION...,.......................................................................................4 3.0 EVALUATION AND It�COM1V�NDATTONS..................................................................4 ' 3.1 GENERAL...........................................................................................................................4 3.2 SITE PIt�PARATION. •5 3.3 SHALL0IV FO[JNDA1'ION I�COMMENDATIONS....................................................................7 � 3.4 S�TTLEMENT......................................................................................................................7 3.5 FLOOR SLAB ILECOM1v�NDATIONS. �g 3.6 POND DESIGN RBCOMMENDATIONS....................................................................................$ 3.7 FILLAVAILAI3ILITY............................................................................................................8 1 4.0 CONSTRUCTION CONSID�RATIONS � ............................................................................5 4.1 GENEtu1,............................................................................................................................8 4.2 DItAINAG�AND GROiJND�'VATER CONCERNS......................................................................9 ' 4.3 EXCAVATIONS....................................................................................................................9 i 5.0 I2EPORT LIMITATIONS.....................................................................................................9 � � � APP�NDIX � ' USDA AND USGS VTCINITY MAPS SHEET 1 i ................................................................ BORINGLOCATIQNPLAN c4L SOIL PROFILES...................�..............,...............................................SI-IEET 2 � ' � � �' � , � � t ! ' s , ��d, � � y i , ' � . ' 1.0 PROJ�CT INFORMATION 1.1 PR03�CT AUTHORTZATION IProfessionat Service Indusri�ies,Inc.(1'SI)has completed a geotecl�nical exploration for the proposed Dental Clinic to be locatecl at the so�ithwest corner of Druid Road E. and S. Myrtle Avenue in , Clear�vater,Floridl.Our services were authorized through Arthur T.Pollard of Spring Engineering. Work was performed according to PSI Proposal No. 0775-84281 rev-1, dated Dec. 7, 2012 (Reissued Dec. 10,2012) � i ' 1.2 PROJ�CT D�SCRTPTION ', � Based on the information provided, an addition to the existing building is planned for this site �I , consisting of a single story masorlry sh•ucture with a wood truss�•oof. We assume this structure will � cover about 10,000 square feet,and �nished floor elevation will be at or near existing grades. � Detailed structural loading information is not currently available, We anticipate the maximum eolumn loads will be less than 751cips per column and maximum wall loacis being less fhan 3 kips per lineac foot,based on deacI load plus live load for the building. Detailed site grading information has 1 not been provided to PSI;however,we anticipate earthwork at this site will not exceed 5 feet of cut or fill. A stormwater pond is also planned fo2•this site. � The geotechn'rcal recommendations presented in this report are based on tl�e available project . information,building location,atid the subsurface materials c(escribed in tliis report. If any of this project description information is incorrect oz• has changed, please inform PSI so that we may � amend, if appropriate,the recocnmendations presented in this repoi�t. 1.3 PURPOS�AND SCOPE OF S�RVIC�S � � The pttrpose of this study is to explore the subsurface conditions at the site to provide shallo�v � foundation recommendations for the proposed construction.The subsurface materials encountered ; were then evaluateel with respect to the available project charactecistics. In this regard,engineering � , assessments ofthe following items have been formulated: ; i � 1. Feasibility of utilizing a shallow foundation system for support of the proposed structure, i with a slab-on-grade floor member, j Z 1 2. Design pat•ameters required for the foundation system, including allowable bearing � ' pressures,foundation sizes,foui�dation levels and soil subgrade treatments. [ � 3. Soit subgrade preparation,i�icluding stripping,grubbing and compaction. Engineet•ing ; , criteria foc placement and compaction of approved stnrctucal fill materials. � i 4. Suitability and availaviliry of materials on-site that may be moved during site grading for � ' use as sttuctural fiIl in the building area and as generaf backfill. � � ' !�".��v�' . ' ' ' � , 5. General location and descri�tion of potentially deleterious materials encountered in the bori�igs whicl� may interfere with conshuctioii progress or structure perfortnanee, iticluding existing fills or surficiai orgatiics. � 6. Limited stormwater design criteria such as the eYisting wate►• level, the estimated seasonal higli water level,and the depth to confining layer,if present�vithin the boring ', ' depth. ! 7. Identi�cation of groutidwater levels and an estimatio►� of seasonal high groundwater 1 levels. The following services have been provided in order to achieve the preceding objectives; , 1. �xecuted a requested program of subsucface exploration CO21SIStltlg of subsurface sampling aiid �eld testing. `1Ve performed one (1) Standard Peneh�ation Test (SPT) borings to a clepth of 20 feet below the e�isting gcou�ld surface �vithin the proposed � building footprint. Tn tlle boring,samples were collected and Standard Penetration Test resistances were measured virtually continuously for the top 10 feet and on intecvals of 5 feet tliereafter. Hand augering�vas performed in the upper�feet to reduce the potet�tial � for damaging any unktiown utilities. 2. We perforineti one (1) auger boring to 10 feet belo�v existing ground surface in the � ' proposed stormwater retention area. ? 9 3. Visually classified representative soil samples in the laboratory using the Unified Soil � CIassi�cation System(USCS).Identified soil conditions and foimed an opiuion of the � � soil stratigraphy at each bori�ig locltion � € � 4. The results o€ the exploration have been used in the e«gineering analysis and tl�e � , formulation of recommendations. Tl�e results of the subsurface exploration,including � the cecommendations and the data on which they are based,are presented in this written j 4 report supervised by a professionai engineer. , 2.0 SITE AND SUBSURF'AC�CONDITIONS I ' � 2.1 SITE LOCATION AND D�SCRTPTION [ ! The Clearwatec Dental property is located at the southwest corner of Druid Road E.and S.Myi�tle j , Avenue ui Clearwater,Florida. The pcoperty currently seives as commercia(property with orie-story ; buildings, asphalt dcive and parking areas with trees aiid 11wn landscaping along the property. � � , The project site is located witllin Section 16,of To�vnshi}�29 South,Range 15 East,according to the � U.S. Geological Survey (USGS) quadrangle map of "Clear�vater, Florida." Site elevation is � ' approximately+25 feet. z , �r�►�r • ' ' ' ' i , I i ' 2.2 PINELLAS COUNTY SOIL SURVEY The "Soil Survey of Finellas County, Florida," published by the United States Departmeiit of , Agricutrilre (USDA) Web Soil Survey, was reviewed fo�� ge«eral near-surface soil infoemation within the project vicinity. The survey indicates tl�at�l�Icrtlacha a��c�St.tltrgtrstir�e Soils a»d Urban Land is the predominant mapping unit. ' USDA Seasonal Hig1i Soil Series Deptli U�iif"ied Grouud�vatei•Table (i►iclies) Classification Dept}i (feet) , (16) Matlacha and St.Atigustine � g0 SP, SP-SM,Pt 2 to 3 Soils and Urban Land ' Matlacl�a/St.Augustine/Urban soils are composed of sandy mine spoit or earthy fill found on ridges on macine terraces. This soil rype is somewhat poorly drained with a low available water capacity and higli permeability. The seasonal high water table is normally at a depth af 24 to 36 inches. 1 It should be nated that information containecl in the USDA Soil Survey is very geneeal and may be outdated. It may not therefore be ceflective of actual soil and groundwater conditions,pa►�ticularly if � � recent development in the project vicinity has modified soil eoi�ditions or surface/subsurfaee € drainage. � t E ' 2.3 FI�LD XNVESTIGATION r s Subsurface conditions at the site were exploreci by dcilling a total of two (2) soil barings at the ' appro.cimate locations shown on the Boring Location Plan i�ichuted an Sheet 2 of the Appeitdix. _ i ; One(1)Standarci Penetration Test(SPT)boring tivas performed to a deptl�of 20 feetwithin the area F of the proposed building. In the Uoring, samples were collected and SPT i�esistances measured ; , virtually continuously for the top 10 feet and on i�itervals of 5 feet thereafter. � f One(1) auger boring was dcilled in the area designated for stormwater retentian to a depth of 10 ' feet. � i The number of borings, approximate boring locations and boring depths were selected by PST in � ' accordance with the conhact benveen Spring Engineering and PSI. The borings weee located'ui the �eld by PSI persaruiel by measuring distances from known site reference points based ou the site ` plan provided to PSI. i , � Elevations of the ground surface at the bot•ing locations were not provided to PSI and should be ! determined by otiiers prior to construction.Therefore,all references to deptti of the various materials ` , encountered are fi•om the existing grade at the time of dcilling(Januaiy 3,2013). � i The SPT borings were advanced utilizic�g rotary mud drilling methods and soil samples were � ' routinely obtained at selected inteivals during the driIling process.Drilling and sampling teclmiques � were accomplished in general accordance with ASTM stat�dards. Se(ect soil slmples were rehirned � t ��i � � ' E � ' I i ' . . ' to our laboratory for visual classification. Classifications were performed in general accordance t�vith the Unified Soil Classification System(ITSCS). ' 2.4 SUBSURFACE CONDITTONS Tlie subsui•face conditious at tlie site generally consist of a top layer of slightly silty �ine sa�id (Unified Classification SP-SM) to a depfh of about 3 feet, followed by a layer of muck(Pt)to a ' depth of about 5 feet anci a layer of fine sand(SP)to boring termivation depths, The SPT resistances , (N-va(ues) in the muck layer averaged 6 b(ows per foot, indicating soii conditions of fiim ; consistency. N-values iil tlxe lower sandy layer ranged from 2 to 32 blows per£oot,indicating vety � ' loose to dense soil conditions. a The boring logs preseiited on Sheet 2 of t(ie Appe�idix include soil descriptions,stratifications and � � pe�iefration resistances. Variations may occur and sliou(d be e:cpected between boring loeations.The � stratifications represent the appro:cimate boundary between stibsurface materials and the achial , transition may be gcadual.Water level informatioi�obtained during�eld operations is also shown ou ' these boring logs. i 2.5 GROUND�VATER INrORMATION � � r , Gi�ound�vatec was found consistently at deptl�s of about 3 feet in the borings. It should ve noted that � gt•aundwater levels tend to fluctuate dEiring periods of prolonged drought and eYtenc(ed rainfall and � ' may be affected by man-macte iufluences. In addition, a seasonal effect will also occur in which ` higher groundwater levels are normally recorded in raiuy seasons. In this regard, ancl based on a ; review of soil information published by the United States Depa►�tment of Agriculture(USDA),the � seasonal high groundwater table (SHGWT} is estimated to be about 1 %z feet below the ground ; � si�rface in the soil borings peeformed. ? i PSI recommends thatthe contractor deter�nine the ach�al groundwater levels at the site at the time of ; ' the construction activities. � 3.0 EVALUATION AND RECONIlY�NDATIONS � t � 3.1 GErt�Ra�, � ' � The organic soil (imtck) encountered 'ui the Uorings is unsuitable for suppoi�t of the proposed E construction and will naed to be cemoved as a pa��t of the site developnlent, If these materials are not ' z•emoved,there is a significant risk of settlement and cracking of foundations and floors suppo��ted 6y these materials. j � , The organic soil was encountered to a maximum deptl�of about 5 feet in the two soil boruigs performed. � Based i�pon this available information, the depth of these ui�suitable soils is such that removal and repllcement is feasibte. Rernoval and replacement ofall organic soilswith compacted flll,as ciescribed � below,is required in the 6t�ilding areas. j 1 ' � ;��:. � ! I � ' ; ' Based on our litnited subsurface exploration, the upper sandy soils (SP-SM) did not appear to contain significant muck. However;muck may exist between our widely spaced borings. The ttpper sands will need to be re�naved to facilitate i«stallation of the geotextile,at wl�ich time they can 6e ' further evaluateci. If the sand is fi�ee of significant o►ganics,ciay,or deleterious materials,it can be stripped and stockpiled for use as�ll. Imported fill sl�oiild consist of fi�ie sand�vith less than 12% passing the No. 200 sieve, free of rubble, organics, clay, debris ancl other unstiitable material. � Imported fill sliould be tested and�pproved prior ta acc�uisition. The fol(owing design recommendations have been developed on the basis of the previously ' described�roject characteristics and subsurface conditions encountered. If there are a►iy changes in these project criteria, including project location on tlle site, a review must be macie by PSI to detei•mine if any modi�cations iu the recommendations will be required. The fiadiugs of such a Ireview sliould be presented in a supplemental report. O�ice final design plans and s�ecifications are available, a general review by PSI is strongly recommended as a means to check that the evaluations made in preparation of tllis report are correct ' and that ea��thwork and foundation racommeudations are properly interpreted and implemented. 3.2 SITE PREPriRATION 1 The following are our recommendations for overall site preparation, These recotnmendations should be used as a guideline for the project general s�ecifications prepaced by the design engineer. � ' ` 1. At the time of our fieldwork, a building and pavements were present an the properry � adjacent ta the proposed constructian site. We anticipate any existing sh�uctures, i ' pavements and fo�uldation in the proposed site will be demolislied and disposed of � appropriately offsite. E�isting concrete and pavement may remain in place if it is at least " 12 inches below any fouiulations or pavement base. � ' � 2. Organics,vegetatioii or any other deleteriot�s materials present withiii pcoposed building ; and pavement areas should be removeci.Alf encountered deleterious materials should be € removed and disposed of properly. At a minimum,it is recommended that the clearing � , operations extend at least 5 feet beyond the devetopi�ient perimetexs. To facilitate � compaction of the backfill used to replace the organic soils,the groundwater will need to ( ' be dervaterec�to a depth at least 2 feet below the surface being compacted: The first t�vo 1 feet of backfill likely wi11 not be able to compacted to the specified 95%of its modified ; Proctor value. This material should be placed and compacted to rts maYmium density. j All material placed above this bottom two feet i7nist be compacted,as specified below. � , � 3. The proposed footprint area sho��ld be compacted to a miniinum deptli of 1 foot below i stripped gcade to a dty density of at least 95% of the modified Proctor maximum dry � densiry within the peoposed stt•uchire aceas. Any area�vhere the recommended density has not been achieved should be unciercut to firm soils and backfilled with structural filL � We do not recommend operating large vibratoty co��ipaction equipment within 50 feet � � of the existing on site structure. The vibrations cou(d damage the structure and/or im�act ; sensitive equipment ar personnel in the 6uilding. � � P+''��. , , ' , . ' 4. Foliowin satisfactor coin letion of the initia( compaction,the struch�re at•eas may be g Y �' I brought t�p ro finished su6grade levels, if needed,using structural fill. The on-site sandy � , soils(SP-SM)found in the upper three feet of ti�e bocings are generally suitable for use as fill,if available. Use of silty fine sands(SM)increases the moisture sensitivit��of the fill soils and slioulci be monitored carefi�lly to achieve pcoper density. Off-site�11 soils , should be tested aiid approveci by PSI prior to hauling to tl�e site, Imported fil(should consist of fine sand with less than 12% passiug the No. 200 sieve, free of rubble, OYgc�t11C5�cfay,debris a«d other unsuitable material. Fill should be tested and�pproved ' prior to acquisition. Approved sand fill should ve placed in loose lifts not exceedifig 12 inches in thickness and should be compacted to a minimum density of 95% of the mod��ied Proctor maYicT�um dry density. Density tests to canfirm cornpaction should be performed in each fill lift before the neat lift is placed. I S. Prior to be inni�l com action,soil moisture contents may need to be controlled in order g g p to facilitate proper compaction. If adciitional moisture is necessary to achieve , compaction objectives,then water should be a�plied in such a way that it will not cause erosion or removal of the subgrade soils. A moisttu•e co�itent within tlie percentage range needed to acliieve compaction(typically+/-3%)is recommended prior to compaction of 1 the natural ground and fill. 6. After compaction, building foundation excavations can begiu. All faundation ' excavations should be observed by the geotechnicat engineer or their representative to evaluate the e:ctent of any loose,soft,or otherwise i�ndesuable materials, if present. If the foundation excavations appear s«itable as load bearing materials,the bottom of the ' foundatian excavations should be compacted to a minimum densiry of 95% of the modified Proctor maximum dry densiry for a minimtim depth of one foot belo��the bottom of the footing depth,as determined by field density/compaction tests. Backfill ' ' soils placed adjacent to footings or walts should be carefiilly eompacted with a light rubber-ticed rolter or vibratoiy plate compactor to avoid damaging the footings or walls. Approveci sand fills to p�•ovide foundation embedment constraint should be placed in ' loose lifts not e�ceeding 12 inches and stiould be compacted to a minimum density of 95%of the rnodified Proctor maximt�m cliy density. � 1 i ' 7. If soft pockets or debris are encountered in the footing eYCavations, the unsuitable � materials should be removed and the�roposect footing elevation may l�e re-established � by backfilling after the undesirable material has been rernoved.This backfilling may be � done with a very lean conerete or with a well-compacted,suitable fitl such as clean sand, ' gravel,or crushed FDOT No.5'7 or FDOT No.67 stone. Backfill should be compacted ; to a minimum density of 95%of the modified Proctor maximum dry deiisity. f � r 8. Immediately prior to reinforcing steel placement,it is suggested that the beacing s�irfaces � of all footing and floor slab areas be compacted using hand operateci mechanical � tampers. In this manner, any Iocalized areas which have l�een loosened by eYCavation ; 1 operations should be adequately recompacted. � 1 ���. � 1 , ' , . ' 9. A representative frotn our firm should be retained to �x�ovide on-site observation of eacthwork aiid ground modificatio�i activities. Density tests should be performed in the top 1 foot of compacted existing ground, each �ll lift, and the bottom of foundation , excavatio�is. It is important that PSI be retained to observe that the subsurface conditions are as we Ilave discussecl lierein, and that foundation construction, ground modification anct fill p(acement is ici accordance tivith otir recommendations. , 3.3 SHALLOVV FOUNDATION RECOMb��NDATIONS ' Following tnuch removal and compacted backfilling as speeifed above, columii footings anci continuous footings beneath bearing���alls can be designed for n net allowable soil bearing presstn•e af 2,500 pounds per square foot (ps fl, based on dead load plus design live load. Minimum dimensions of 24 inches for column footings�nd 18 inches for co�itinuous footings should be used in , foundation design to reduce the possibility of locaIized excessive settlement, which could result from variations in the subsurface rnaterials. ' Footings should be located at a depth of at least 12 inches below tEie final exterior gracle. The fotindation excavations should be observed by a representative of PSI prior to steel or concrete plaeement to eonficm tliat the eompacted �Il foundation materials are capable of supporting the ' design loncis a�id are consistent with the materials discussed in this report. If tlie foundation excavations appear suitable as load bearing materials, the bottom of the foundation excavations should be compacted to a minimum density of 9S%of the modified Proctor ma:cimum ciry density ' for a minimum de�th of one foot below the bottotn of the footing depth, as determined by field density compaction tests. Soft ar loose soil zones eiicountered at the bottom of the footing , excavations shot�ld be removed and reptaced with fill soils (as directed above), lean coiicrete or ! dense graded compacted crushed stone(FDOT No. 57). I ' � After opening,footing excavations should be observed and concrete placed as quickly as possible to i avoid exposure of the footing bottoins to �vetting and drying. Surface run-off water should be � ' drained away fi•om the excavations and not be altowed to pond. The foundation conerete should be � placed promptly after the excavatian is made. � � , 3.A SET'TL�NIENT � Based on our ut�det•standing of the foundation loads, we have estimated settlements for shallow ; ' foundations supporteci on compacted structu�•al fill. The settlement of shallow foundations siippoi�ked � on the eompactecl natura(gcade or sand fill after removal of the bucied organics should occur rapidly � after loading. Thus,most of tha expected settlement should occur duriug conshuction as deacl loads � ' are imposed. If the organics �vere removed and backfilled as specified above, and the i recommendations previously stated are utilized, the total settlement of waIl and iso(ated column � footings should��ot exceed approYiinately 1 i�ich. Differential settlement is estimated to be on the � , order of 50 percent of the total settlement. Differential settlement of this magnitude is usually considered tolerable for the anticipated constcuction, however, the tolerance of the pz•oposed � structure to the predicted tota! and differential settlement should be confirmed by the sh•uctura[ ! � � engiueer. � i l ' ��`. �s ' � � , . . , 3.5 FLOOR SLAB REGONIlVI�NDATIONS Slab-on-grade consfruction should be suppoi�ted on soils compacted to a minii7�um dry density of at � least 95% of their modified Proctor value. We have assumeci no extraordinaiy floor s(ab performance requirements sucli as very Iow allowable deflections or smoothness requirements are necessacy. Any cuts that are made in the building pad for utility mstallation sl�ould be backfilled , with clean granular materials that are cotnpacted to �.t least 95 percent of their ASTM D-1557 inaYimum dry density. Material to be placed�vithin 12 inches of the bottom of the slab should Iiave no single particle greater than 3 inclies in size, and shot�ld meet the requirements of approved , structural fill. The floor slab should be reinforced to reciuce the t•isk of cracking due to sektlement. An impervious membrane should be iustalled between the soil subgrade and bottom of floor slabs to be overlain ' with moisture sensitive coverings to avoid slab moisture pF•oblems. Floor slab design shoutd conform to American Concrete Instihrte (ACI) design standards and practices. A robust vapor barcier is recommend to reditce the potential tliat methane vapor from decomposing organics may ' enter the building. 3.G POND DTSIGN R�COIVIIVI�NDATI�lY5 ' Auger boring AB-I was pecformed iu tl�e proposed stormwater retention area. For tlie design of tiie ! stocmwater retention area,the base of the aquifer can be determined by the depth to the con�ning �!, layer. A confining layer is generally regardeci as a soil stratum that will significantly impede the � ' infiltration of watei•. Based oti the soil boring performed in the proposed vault area,the confining I, layer will be the orga3iic soils (muck, Pt) at a depth of about 3 feet. If this layer is remaved, and � replaced with clean sandy soils,the deptl�to the confining layer will be in e�cess of 10 feet. ' Approximate Depth to Confining Layer 3 feet , Estiml�ed Seasonal High 1 %2 feet deep Groundwater De th ' 3.7 FILL AVAILABILITY The sandy soils (SP-SIVn encountered fi•om the ground surface to the depth of about 3 feet can be used as structtual fill rnaterial provided it is fi�ee of large rocks(>t/2 inch),signi�cant clay,ocganics , or otl�er deleterious materials. ' 4.0 CONSTRUCTION CONSID�RATIONS � � 4.1 G�]'�RAL ! 1 It is recommended that PSI be retai�led to provide obseivation and testing of construction activities ; 1 invalveci in the foundation,earthwork and related activities of this project. Tl�is will promote project ; continuity and will reduce the potential for misinterpretation of our recottunendations , �'"'��i►°. ' ' 1 � ' 4.2 DRATNAG�AND GROUND�VATER CONC�RNS � Water should i�ot be allowed to collect in the fouudatiot�excavations,on the floor slab areas,or on prep��•ed subgrades of the construction area eithec durlilg OC after consh•uction. Undercut or excavated aeeas shonld be sloped toward one corner to facilitate removal of any collected rainwater, , groundwater, or surface runoff. Positive site drainage slioulcl be provided to reduce infiltcation of surface water aromld the perimeter of the building and beneath the floor slabs. The gcades should be sloped away fi•om tlie building and surface drainage should be collected and discharged such that ' water is not permitted to infiltrate the backfilI and floor slab areas of the building. As stated previously,we anticipate significant dewatering will be required to faeilitate tl�e temoval aud replacement of excessively o�•ganic soils. A competent and experienced dewateringprofessionaI , should be retained to design and implement the required dewateriiig. ' 4.3 �XCAVATIONS In Federal Register,Voh�me 54,No.209(October 1989),the United States Department of Labor, Occupational Safety and Health Adtninistration(OSHA)amended its"Construction Standards for ' Excavatioiis,29 C�R,Part 192b,Subpart P". This document was issued to better insure the safety of � workmen entering trenches or excavations. It is mandated by this federal regulation that � excavations, whether they be irtility treiiches, basement excavations or footuig excavations, be ' constructed in accocdance with curcent OSHA guidelines. It is our �znderstanding that these � regulations are being shictly enforcec! and if they are not closely follawed, the owner and the � contractor could be liable for substantial penaltias. � � t The contractor is solely responsible for designing and constructing stable, tem�orary excavations � and should shore, slope, or be�ich the sides of the excavations as required to maintain stability of � both the excavation sides and bottom. The conh•actors"resparisible person",as defined in 29 CFR, ' Pai�t 1926, sf2ould evaluate the soil exposed in the excavations as pai�t of the conhactor's safety procedures. In na case should slops height,slope i�iclination,or excavation depth,including utility ' t�ench excavation depth,exceed tliose specified in all local, state,and federal safety regulations. � We are providing tlus �nformation solely as a service to our client. PSI does not assume � ' responsibility for construction site safety or the contractor's or other party's cocnplianee with local, state,and fecleral safety or other regulations. It is the policy of PSI not to provide recommeudations � regardi��g temporary slopes during construction which is the sole responsibility of the contractot as indicated above. � , 5.0 REPORT LIMITATIONS � , The Geotechnical Engineer warrants that the findings, recomn�endations, specifications or � ' professional advice contained herein have been made in accordatice with generally accepted i professional geotechnical engineering practices in the local area. No ot[�er warranties are impIied or f expressed. The sei�vices provided were conventional in nature and did not include any special ' services that may lessen the risk of coiiditions that can conhihate to moisture, mold or ather microbial contaminant gcowth in biiildings. You may be awace that mold is aUundant throughout � 16/a7D ' � l ' ' I ' nature and is cornprised of a wide variety of microscopic fi�ngi. Due to its n�ture,the potential for n�old infestations cannot be completely eliminated. ' The scope of services also does not ii�clude an enviro�unental assessmet�t foe determining the presence ot absence of wetlands,or hazardous or toxic materials in the soil,bedrock,surface watec, g��ound�vater,or air on or below,or around this site.Any statemants in this report or on the borittg ' logs regacding odors, colors, and unusual or suspicious items ar conditions are strictly for informational puiposes. , Florida is underlain by a soluble limestone formation, which can dissolve at�ci result in surface subsidence and the formation of sinkholes. A more comprehensive assessment of the site for the potential for suikliole development typical ly includes Grounci Penetrating Radar(GPR)studies and the extension of deeper soil borings iuto the underlying limestone formation.Such an assessment is ' beyond the scope of this proposed study, but can be performed at significant additional cost, if desired. ' The recommendations submitted are based on the available sttbsurface informatioil obtained by PSI and design details fi�rnislied by the Spring Engi►ieering for tl�e proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this ' report are encot�ntered during conshuction, PSI shotild be notified immediately to determine if changes in the recommendations are required. � ' After tlie plans and specifications are inore complete,the Geotechnical Engineer should Ue i�etained and provided the opportunity to review the final design plans and specificatians to check that our � engineering recommendations liave been properly incoiporated into the design documents. At that I , time,it may be necessaiy to submit supplementary recom�nendations. This repoi�t lias been prepareci for the exctusive use of Spritig Engineering and its consziltants for the specific application to the z proposecl addition to the dental clinic located at the south�vest corner of Druid Road E.and S.Myi�le � Avenue in Clearwater,Florida. � ' � ' ' � E � ' � � � � i i ' � je�a'�iri , � � I� A � ���. W � P� � . w�y. �h � . t� � � � � � � � � � � � � � � � � � � i ' ' ' ' , � APPRO%RJATE SITE LOCATIQV r--APPRO%1ldATE SiTE IOCAT101! ' S +�wS,�� . . '�c k1 1�{' ,tii.��l�+N�,9 yS .i `4� r r'r' �. � � ..�a"s. ����'SF�. . '�f xF 1�_ ,��1 •�'l��� 'S Zs i .,g �� lH` 3 : c � �' ° /`�i � � �, ���i�. : . 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