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FLD2012-01002; 1140 COURT ST; FIRESTATION 45 � 1140 Court ST Date Received: 1/3/2012 1 :44:38 PM Fire Station 45 ZONING DISTRICT: Downtown LAND USE: Central Business District ATLAS PAGE: 287A PLANNER OF RECORD: PLANNER: Kevin Nurnberger, Planner III CDB Meeting Date: Mav 15, 2012 Case Number: FLD2012-01002 Agenda Item: D. 1. Owner/Applicant: City of Clearwater Representative: Tara Kivett, Engineering Construction Manager Address: 1140 Court Street CITY OF CLEARWATER PLANNING AND DEVELOPMENT DEPARTMENT STAFF REPORT GENERAL INFORMATION: REQUEST: Flexible Development application to permit a Governmental Use within the Downtown (D) District with a building height of 50 feet (to top of tower) and 57 off-street parking spaces as a Comprehensive Infill Redevelopment Project under the provisions of the Community Development Code Section 2-903.C. ZONING DISTRICT: Downtown(D) District FUTURE LAND USE PLAN CATEGORY: Central Business District (CBD) DOWNTOWN REDEVELOPMENT PLAN CHARACTER DISTRICT: Town Lake Business Park PROPERTY USE: Current: Vacant land and Governmental Use Proposed: Governmental Use (Fire Station) EXISTING North: Downtown(D) District SURROUNDING Attached Dwellings, Office, Warehouse ZONING AND USES: South: Commercial(C) District Retail Sales and Services, Vehicle Service East: Downtown (D) District Retail Sales and Services, Place of Worship, Vacant land, Parking lot West: Downtown (D) District Detached Dwellings, Attached Dwellings ANALYSIS: Site Location and Existing Conditions: The 2.04 acre site is generally located at the northwest corner of Court Street and South Madison Avenue. A total of 10 separate parcels owned by the City of Clearwater along Court Street, Brownell Street, and South Madison Avenue are a part of this development plan with most of these parcels being vacant except for three lots which consist of a vacant warehouse and a utility building that was previously occupied by the Parks and Recreation Department. Community Development Board—May 15,2012 FLD2012-01002—Page 1 The site is located within the Downtown (D) District and the Town Lake Business Park Character District of the Clearwater powntown Redevelopment Plan. The Town Lake Business Park Character District is characterized by a mixed land use pattern of retail, office, utility/infrastructure, and nonconforming industrial uses with numerous vacant and underutilized parcels as well as a scattered concentration of single-family dwellings along Brownell Street that are adjacent to and near the project site. To the north and west of the development site are mostly attached dwellings and an office use. To east are a laundry service business and a church. To the south, along Court Street, are retail sales and services uses as well as an automobile detailing shop. Development Proposal: On January 2, 2012, a Comprehensive Infill Redevelopment Project application was submitted to establish a new fire station (Governmental Use) at the subject location. The development proposal includes the demolition of all existing structures on 10 separate parcels of land to construct a modern 3-story fire station and its associated parking. The building will be situated at the northwest corner at the intersection of South Madison Avenue and Court Street. It will be setback 17 feet from the front (south) property line (Court Street) and 6 feet from the front (east) property line (South Madison Avenue). The proposed setbacks are necessary; any closer to the property lines or Court Street would require a pavement slope that exceeds the fire trucks ability to navigate out of the fire station onto the public right-of-way. Furthermore, a portion of Brownell Street has been vacated to allow for the creation of one parcel that will allow emergency vehicles direct access to both Madison Avenue and Court Street. The vehicles will depart the station using Court Street and it is anticipated that they will return using South Madison Avenue. All parcels will be tied together under a single Unity of Title. The development plan includes two separate parking lots on the north and south sides of Brownell Street with a combined total of 57 parking spaces. The north parking lot will be located to the northwest of the fire station and will consist of 33 parking spaces. This parking lot will be for the use of on-duty emergency personnel and administrative staff. The south parking lot will be to the west of the fire station and will consist of 24 parking spaces for the use of the general public. Each parking lot will be accessed by using Brownell Street; and each lot will have pedestrian access to the fire station. This development plan is being reviewed as a Comprehensive Infill Redevelopment Project because it proposes to provide 57 off-street parking spaces when between 98 and 164 parking spaces would typically be required for Governmental Uses. The proposed fire station is to take over all operations that are currently conducted at Fire Station 45 located on Franklin Street in downtown Clearwater. Such activities include functioning as an active fire station as well as operating as the main location of the fire department administrative offices. This new station will be 50 feet in height with 32,839 square feet of gross floor area divided into three floors. The first floor will be 11,301 square feet and will primarily consist of the vehicle bay, training rooms, emergency equipment storage and maintenance rooms, offices, and utility rooms. The second floor will be 11,667 square feet and it shall be the living and Community Development Board—May 15,2012 FLD2012-01002—Page 2 sleeping quarters for on duty emergency personnel. The third floor will consist of 9,839 square feet of floor area dedicated to the department's administrative offices. The development proposal's compliance with the various development standards of the Community Development Code (CDC)is discussed below. Intensitv: Pursuant to the Clearwater powntown Redevelopment Plan, the maximum allowable Floor Area Ratio (FAR) for governmental use within the Town Lake Business Park character district is 1.0. The proposed development will result in a FAR of 0.34 which is well below the provision. Maximum Buildin� Hei h�t�. Pursuant to the Clearwater powntown Redevelopment Plan, building heights within the Town Lake Business Park character district shall not exceed 75 feet. The proposed building will have a height of 50 feet which is consistent with this provision. Minimum Off-Street Parkin�: Pursuant to CDC Section 2-903, within the Downtown (D} District, the minimum required parking for a Comprehensive Infill Redevelopment Project is determined by the Community Development Coordinator based on the specific use and/or the Institute of Transportation Engineers (ITE) Manual standards. For a comparison, CDC Section 2-903 requires governmental uses to provide parking spaces between the range of 3 and 5 spaces per 1,000 square feet of gross floor°area, which for a 32,839 square foot government use would result in a requirement between 98 and 164 spaces. As shown on the site plan, the applicant proposes to provide 57 off-street parking spaces on site. As a result, flexibility from the minimum off-street parking requirement has been requested and the applicant has provided the following justification for the request: "This proposed development is visited infrequently by the general public and the staff arrives for the most part, during regular business hours. We predict the following traffic flow for the proposed facility will not significantly alter the existing local traffic. Actual building use as follows: I1 fire fighters 3 shifts within each 24 hour period 28 administrative staff 12 potential visitors during re ular city business hours only Sl peak demand parking spaces required. " Staff concurs with the above findings and that the proposed 57 off-street parking spaces provided with this development proposal will be sufficient given the way in which the property is to be used. Landscapin� Pursuant to Section 3-1202.E.1 of the Community Development Code, one interior tree is required for every 150 square feet of required interior greenspace. As the development proposes 3,575 square feet of interior greenspace a total of 24 interior trees are required. The landscape plan shows 26 interior trees are proposed; therefore, the development is in compliance with this provision. It shall be a condition of approval that all proposed landscaping be installed prior to the issuance of a Certificate of Occupancy. Community Development Board—May 15,2012 FLD2012-01002—Page 3 Solid Waste Containers and Mechanical Equipment: Pursuant to CDC Section 3-201.D.1, all solid waste containers, recycling or trash handling areas and outside mechanical equipment shall be completely screened from view from public streets and abutting properties by a fence, gate, wall, mounds of earth, or vegetation. The proposed generator pad will be fully enclosed by a 14 foot high masonry wall with an open roof. The mechanical equipment pad will also be open roof and fully enclosed by an 8 foot high masonry wall. The proposed dumpster enclosure will be 6 feet in height and will be located in the center of the property. All enclosures have been designed to be architecturally consistent with the building. Each enclosure will be screened by landscaping consistent with the above provisions. It shall be a condition of approval that the final design and color of the mechanical enclosure, generator enclosure, and dumpster enclosure shall be consistent with the submitted architectural elevations. Code Enforcement Analysis: There is no outstanding Code Enforcement issue associated with the any of the individual subject properties. CLEARWATER DOWNTOWN REDEVELOPMENT PLAN: Downtown Desi�n Guidelines: The Downtown Design Guidelines identify both appropriate and inappropriate direction with regard to various elements associated with new construction and renovations in the Downtown. A review of these Guidelines within the Plan was conducted and the following applicable items were identified: Site Desi�n Vehicular Circulation/Access and Parkin�: The Downtown Design Guidelines state that the location, number and design of driveways shall maintain the urban fabric of the downtown and that it is appropriate for vehicular access to occur from secondary street frontages. The subject property presently consists of three curbs cuts on the vacated portion of Brownell Street that will be eliminated by when the property is developed. The development proposal will also eliminate the street entrance at the intersection of Brownell Street and South Madison Avenue to establish new driveway curb cuts along South Madison Avenue and Court Street for emergency vehicle access to the fire station. Other curb cuts include two entry ways into both parking lots on Brownell Street. Based upon the scale of the development, the number of curb cuts is adequate to serve the site while not being excessive so as to be inconsistent with the fabric of the downtown, and the location and design of the curb cuts will improve upon the existing urban fabric of the downtown and will be consistent with the manner in which curb cuts have been previously approved in the downtown. The Guidelines also state that parking lots shall be located behind the primary facade of the principle building and that parking lots adjacent to a rights-of-way are to be screened with either a landscaped buffer or a solid wall or a fence three feet in height. The subject property is such that it is impossible for parking to be located behind the primary fa�ade of the principle building; Community Development Board—May 15,2012 FLD2012-01002—Page 4 however both parking lots shall be screened from the public rights-of-way by the use of appropriate a solid wall, fence, and/or landscape materials that will range between 3 feet to 6.8 feet in height respectively as set forth in the Downtown Design Guidelines. The Downtown Design Guidelines also state that parking lots should be as unobtrusive as possible while maintaining easy accessibility. Further, the Guidelines state that vehicular access should be from a secondary street; the parking lot may be screened with an appropriate landscape buffer along adjacent to rights-of way. The development plan includes two parking lots that will have access from a secondary street (Brownell Street). As mentioned above, each parking lot will be adequately screened through the use of landscaping. Based upon the above, the development proposal is consistent with the standards set forth in the Guidelines. Fences and Walls: The Downtown Design Guidelines state that fences and walls shall compliment and be consistent with the principal structure with regard to materials, texture, size, shape and color. As noted previously, the development includes the use of a solid wall and a grill work fence as well as a masonry column and a grill work fence to screen parking areas from view along the adjacent rights-of-way. The north parking lot will be enclosed by a 6 foot masonry column and grill work fence that complies with the guidelines. The south parking lot will not be fenced except for its frontage along Court Street. The landscape plan and hardscape detail sheet show that a 6.8 foot masonry wall, column and grill work fence will be installed along the Court Street frontage where typically only a wall and fence are permitted to a maximum height of 6 feet. The design guidelines allow for an additional 12 inches in height for column or post height that includes decorative caps above the allowable fence height. The proposed fence columns include decorative concrete caps. For this reason, the proposed 6.8 foot solid wall bottom with open top ornamental fence may be located along the front property line of the south parking lot along Court Street. No fence or wall is proposed along the south parking lots frontage on Brownell Street. The applicant has chosen to screen the parking lot with appropriate landscape materials which is consistent with the design guidelines. As previously noted it shall be a condition of approval that the proposed fence column and wall colors be consistent with the final design and color of the building. Based upon the above, the proposed fence and walls are consistent with the standards set forth in the Guidelines. Pedestrian Circulation/Access: The Downtown Design Guidelines state that it is appropriate for pedestrian access to be clearly defined, safe, direct, convenient and landscaped pathways between streets, parking areas and buildings. New sidewalks will be located on both the north and south side of Brownell Street within the project area. A clearly marked and direct pedestrian pathway across Brownell Street will link the north parking lot to the south parking lot and fire station. The pedestrian pathway continues with access across the subject parcel and connects with the Court Street sidewalk. Based upon the above, the development proposal is consistent with the standards set forth in the Guidelines. Orientation: The Downtown Design Guidelines state that buildings should be orientated towards the street. The proposed building placement and site design allows for the building to front onto Court Street while providing a secondary fa�ade along S. Madison Avenue as well as a side or third Community Development Board—May 15,2012 FLD2012-01002—Page 5 facade visible to east bound traffic on Brownell Street and Court Street. Locating the building at the corner of the property nearest the street intersection will provide a landmark building that will define the Town Lake Business Character District and reinforce the desired vision for this character district to be redevelopment for office uses. Based upon the above, the development proposal is consistent with the standards set forth in the Guidelines. Mass and Scale: The Downtown Design Guidelines state that mass and scale is the interplay of height, width and depth of a building and its relative size as it relates to neighboring buildings. The building design incorporates the use of heights by varying the tower heights and top of flat roof between 47 and 50 feet. It also provides a depth by a step back to the third floor while projecting the towers and apparatus bay door arches with brick columns; however, the most significant design element of the building with regard to mass and scale is the use of color. The projecting architectural elements of the building will be a red brick (Encore Red) color while the remaining walls of the building will be of a light tan brick (Canyon Spring) color. The use of the red brick emphasizes the projecting portions of the building whereby visually reducing the scale of the building to a pedestrian level that relates to the neighboring properties. Based upon the above, the development proposal is consistent with the standards set forth in the Guidelines. Rhythm/Spacin� The Downtown Design Guidelines state buildings shall have a distinct "base," "middle" and "cap." The proposed building has a distinct "base", "middle" and "cap." The first floor brick work shows scored brick courses as an expressed rusticated base which stands out from the second floor thereby forming the "base." At the transition from first to second floor, or"base"to "middle", there is a soldier course brick arch. The "cap" is formed by ACM `eyebrow' panel projections. Based upon the above, the fa�ade design is consistent with the standards set forth in the Guidelines. Primary and Corner Fa�ade Desi�n�. The Downtown Design Guidelines state that the primary fa�ades shall be the most highly designed fa�ades and utilize plane changes (i.e. projections and recesses), architectural details, variety in color, material and textures. Further, the Guidelines state that buildings on corner lots shall emphasize their prominent location through the use of additional height, massing, distinctive architectural treatments and/or other distinguishing features. The building has been designed with two prominent towers. One tower serves as the primary entrance to the building on Court Street and will be 50 feet in height. This tower is the primary architectural feature on the front (south) fa�ade and projects out from the building. The other tower has a height of 48 feet and is massed at the intersection of South Madison Avenue and Court Street to provide a prominent landmark. Both towers will have a vertical window design that draws attention to the height of the building. The building provides distinctive step back, a variation in height and color, distinctive fenestration pattern to provide a prominent and corner fa�ade in keeping with the traditional look of fire station that is consistent with the standards set forth in the Guidelines. Secondary Fa�ades: The Downtown Design Guidelines state that the level of design along a secondary fa�ade shall be consistent with that of the primary fa�ade with regard to architectural style, materials, finish, Community Development Board—May 15,2012 FLD2012-01002—Page 6 color and detail. As noted above, the building has been designed with two prominent towers on the south and east facing facades; however, this tower architectural feature is visible and continued on in each of the building's fa�ade. Each tower, building entrance, and fa�ade will also have similar "eyebrow" panels that add an architectural element accent to the towers, apparatus bays, and entry ways. In addition, the proposed primary and secondary facades architectural elevations show a projecting soldier brick course arch supported by brick columns accentuating the middle of the building. Additionally, each fa�ade will be of similar brick color and patterns creating a unified architectural treatment on the exterior of the building. Based upon the above,the farade design is consistent with the standards set forth in the Guidelines. Landsca�in�: The Downtown Design Guidelines state that landscape design should augment and support the architectural features of the building/site where located. The landscape plan proposes groundcovers, over 500 shrubs and over 60 trees with the plantings in a tiered effect resulting in a more attractive landscape than simply a row of shrubs and trees in the buffers. The plantings have been chosen to both accent and highlight the architectural features of the building and the downtown streetscape. This proposed landscape will enhance this corridor. Based upon the above,the landscape design is consistent with the standards set forth in the Guidelines. Materials: The Downtown Design Guidelines state that building materials shall be consistent with and relate to the architectural style of the building. The building's exterior will be of brick material which is in keeping with the contemporary architectural style of the building while keeping the traditional look of a fire station. Based upon the above, the development proposal is in compliance with the above referenced Guideline. Color: The Downtown Design Guidelines state the number and type of building colors should be appropriate for and consistent with the architectural style. The proposed building colors are appropriate for the architectural style of the building and consist of a red brick (Encore Red), a tan brick (Canyon Spring), a light grey for the ACM `eyebrow' panels (mill finish aluminum), white for the ACM window panels (metal panel infill Alucobond color "Alabaster, A2001-D), and a fire engine red color(Pantone 183) for the apparatus bay doors. Solid Waste Containers and Mechanical Equipment: The Downtown Design Guidelines state that mechanical equipment shall be integrated into the design of the site, located in the most unobtrusive location possible and buffered and screened appropriately. The location of the mechanical equipment is based on the constraints of usable land area on the design of the site for a standard fire station. The applicant states that the placement of the enclosures is necessary; to place the enclosures further from the fire station would require an increase in the size of the equipment or capacities. For this reason, the enclosures have been located along the west property line, north of the fire station, and south of the retention pond. The materials and colors will be architecturally similar to the main building. As discussed above, the enclosures will be various heights ranging from 6 foot to 14 foot in height. The proposed heights of the enclosures should mitigate noise generated by the mechanical equipment on adjacent properties. In addition, each enclosure will be buffered and Community Development Board—May 15,2012 FLD2012-01002—Page 7 screened by the use of waY myrtles from the street and adjacent properties. Based upon the above,the development proposal is consistent with the standards set forth in the Guidelines. Visions, Goals, Objectives and Policies: A review of the Clearwater powntown Redevelopment Plan was conducted and the development proposal has been determined to be consistent with the following Visions, Goals, Objectives and Policies: Vision: Downtown Clearwater is a major center of activity, business and governments. The proposal is to establish a government use within the downtown. Vision: Quality urban design is critical to new construction and renovated buildings. The site and building design complies with the City's Downtown Redevelopment Plan. Vision: The elimination of blighting conditions and the revitalization of the existing and expanded Community Redevelopment Area are critical to the future health of downtown. The proposal involves bringing vacant land in the downtown back into use. Objective lA: All development within Downtown shall further the Goals, Objectives and Policies of this Plan and shall be consistent with the character districts, the design guidelines and the Downtown (D) District. The development proposal complies with the District guidelines. The development proposal complies with the vision of the Town Lake Business Park Character District by redeveloping the character district with a development similar to an office park with professional offices (Fire Department administrative offices). Objective 1 B: Downtown shall be maintained as the City of Clearwater government center. The proposed development includes the administrative offices of the City of Clearwater Fire Department. Objective 3D: Redevelopment is encouraged to create a vibrant Downtown environment containing a variety of building forms and styles that respect Downtowns character and heritage. The development proposal includes a building design that is in-keeping with the various architectural styles in downtown while establishing a new building with traditional fire station architectural elements to enhance the building forms located in downtown. Policy 1: The Downtown Design Guidelines establish the quality and design features expected for renovation, redevelopment and new construction in Downtown with which all projects must be consistent. The development proposal is in compliance with the Downtown Development Guidelines for new construction. Policy 2: The character of each district shall be reinforced through the site plan and design review process. Projects shall be consistent with and contribute positively to the Community Development Board—May 15,2012 FLD2012-01002—Page 8 vision of the character district in which it is located. The Town Lake Business Park Character District is characterized by a mixed land use pattern of retail, office, utility/infrastructure, and nonconforming industrial uses with numerous vacant and underutilized parcels as well as a scattered concentration of single-family dwellings. The development proposal is in keeping with the existing character while providing new office development as envisioned in the Downtown Development Plan for this character district. COMPLIANCE WITH STANDARDS AND CRITERIA: The following table depicts the consistency of the development proposal with the standards and criteria as per CDC Section 2-903 and the Clearwater powntown Redevelopment Plan: Standard Proposed Consistent Inconsistent Floor Area Ratio 1.0 037 X Maximum Building Height 75 feet 50 feet X Minimum Off-Street Parking 3—5 parking spaces per 1,000 1.85 parking spaces X GFA 98-164 arkin s aces (57 arkin s aces Community Development Board—May l 5,2012 FLD2012-01002—Page 9 COMPLIANCE WITH FLEXIBILITY CRITERIA: The following table depicts the consistency of the development proposal with the Flexibility criteria as per CDC Section 2-903.0 (Comprehensive Infill Redevelopment Project): 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 substantia]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; c. The development proposal accommodates the expansion or redevelopment of an existing economic contributor; d. The proposed use provides far 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 norrnal and arderly 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 step backs;and ❑ Distinctive roofs forms. e. The proposed development provides for appropriate buffers,enhanced landscape desi n and a ro riate distances between buildin s. Community Development Board—May 15,2012 FLD2012-01002—Page 10 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: Consistent Inconsistent 1. The proposed development of the land will be in harmony with the scale, bulk, 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 olfacto and hours of o eration im acts on ad'acent ro erties. In regards to the above general standards for approval, Staff expressed concern about the impact of the development proposal on the adjacent residential property; specifically to criteria #2 and #6. Below are the applicants and their representative's response to the critieria: 2) The proposed development will not hinder or discourage development and use of adjacent land and buildings or significantly impair the value thereof. The applicant stated that "The proposed improvement will not hinder or discourage appropriate development of the adjacent lands or significantly impair their value. The property upon which the proposed fire station shall be developed is currently vacant land and storage buildings. Adjacent property uses include commercial, vacant and residential. The fire station will enhance the appearance of the area with a three-story building designed in accordance with the Downtown Redevelopment Plan Design Guidelines. Updated architecture and landscaping will significantly enhance the block that currently has very few updated buildings and sites. The proposed construction will meet current building codes including FEMA and ADA requirements including the addition of new sidewalk where no sidewalk currently exists. This area of the City recently saw development of a seven story Residence Inn by Marriott along the same street (Court Street) which has not significantly impaired the adjacent property. The proposed site is ideal for the fire station situated on a major transportation route while on the fringe of residential development. The station will allow the City to continue to provide essential fire suppression and other safely related services and will improve response time over the current location on Franklin Street. The building will be constructed to withstand hurricane wind forces allowing its use as a center of critical services during an emergency. The ideal site for the construction of the fire station would include Parcel 15-29-58338- 001-0110. Acquisition of the parcel would improve on-site drainage and logistics. Accordingly, the owner of the parcel was contacted and would have been offered fair market value, however, the owner was unresponsive. To allow for efficient use of the Community Development Board—May 15,2012 FLD2012-01002—Page 11 site, the City would be willing to purchase the property at a value not impaired or diminished by the proposed development. For as long as the parcel remains in private ownership, all property rights will remain intact including ingress/egress and development rights with the property's current zoning classification." Staff agrees with the applicant's statement. The applicants have designed a site and building that retains the feel of a traditional fire station in a neighborhood while also designing a site that takes into account the future vision of the Town Lake Business Park District as outlined in the Downtown Redevelopment Plan. 6) The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts on adjacent properties. The applicant stated that "There is no manufacturing of any-type taking place on the proposed fire station site and to the best of our knowledge, there will be no objectionable olfactory issues. All City fire department vehicles have on board devices to mitigate noxious odors and gases being emitted from them thus no objectionable odors will be generated by the vehicles. The proposed fencing of the property combined with the soft landscaping illustrated by the drawings at the perimeter of the property will provide an aesthetically appealing buffering for views from the street and the surrounding properties." Staff agrees with the applicant's statement. Staff believes that the applicant has taken such concerns into the design of the site to mitigate any anticipated adverse effects such as acoustical effects a fire station may have on adjacent properties. The height of the mechanical and generator enclosures will reduce the noise level of the equipment on adjacent properties. In addition, any noise generated by maintenance on emergency vehicles will be minimized as such work is typically performed inside the fire station. SUMMARY AND RECOMMENDATION: The Development Review Committee (DRC) reviewed the application and supporting materials at its meeting of February 2, 2012, and deemed the development proposal to be legally sufficient to move forward to the Community Development Board (CDB). 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 2.04-acre subject property is located on the northwest corner at the intersection of Madison Avenue and Court Street; 2. That the subject property is located within the Downtown (D) District and the Central Business District (CBD) Future Land Use Plan category; 3. That the subject properties are located in the Town Lake Business Park Character District of the Clearwater powntown Redevelopment Plan; 4. That a total of ten separate parcels along Court Street, Brownell Street, and South Madison Avenue are a part of this development plan with each property owned by the City of Clearwater; and Community Development Board—May 15,2012 FLD2012-01002—Page 12 5. That the proposal is to construct a 3-story, 32,839 square foot fire station at the intersection of South Madison Avenue and Court Street; 6. That the height of the fire station will be 50 feet (to top of tower); and 7. That there will be a total of 57 off-street parking spaces. 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 has been found to be in compliance with the applicable provisions of the Design Guidelines as set forth in the Clearwater powntown Redevelopment Plan; 2. That the development proposal has been found to be in compliance with the Visions, Goals, Objectives and Policies of the Clearwater powntown Redevelopment Plan and the Town Lake Business Park character district; 3. That the development proposal has been found to be in compliance with the applicable Standards and Criteria as per CDC Section 2-903; 4. That the development proposal has been found to be in compliance with the Flexibility criteria for a Comprehensive Infill Redevelopment Project as per CDC Section 2-903.C; and 5. That the development proposal has been found to be in compliance with the General Standards for Level Two Approvals as per CDC Section 3-914.A. Based upon the above, the Planning and Development Department recommends APPROVAL of the Flexible Development application to permit a Governmental Use within the Downtown (D) District with a building height of 50 feet (to top of tower) and 57 off-street parking spaces as a Comprehensive Infill Redevelopment Project under the provisions of the Community Development Code Section 2-903.C, subject to the following conditions: Conditions of A�proval: 1. That a building permit be obtained for the parking lot improvements, landscaping and building improvements; 2. That a right-of-way permit be secured prior to any work performed in the public right-of- way, and that separate right-of-way pertnits are obtained for all sidewalks along City streets; 3. That each wall or fence column color shall be consistent with the final design and color of the building and shall be approved as set forth in CDC Sections 3-803 and 3-804, and the Downtown Development Guidelines; 4. That prior to the issuance of a building permit, all outstanding comments from the Engineering Department shall be addressed; 5. That prior to the issuance of a Certificate of Occupancy, all of the proposed landscaping shall be installed; 6. That prior to the issuance of a Certificate of Occupancy, all utilities including individual distribution lines must be installed underground, as set forth in CDC Section 3-912; 7. That the applicant record a Declaration of tTnity of Title with Pinellas County that combines the parcels 1�-29-5$338-002-0080; 15-29-15-58338-001-0140; 15-29-15-21G72-000-0080; 15-29-15-58338-002-0100; 15-29-15-5833�-002-0101; 15-29-58338-002-0120; 15-29-15- 58338-002-0110; 15-29-15-58338-001-0080; 15-29-15-58338-001-0100; and 1�-29-15- 5 83�8-001-0120; Community Development Board—May 15,2012 FLD2012-01002—Page 13 8. That any/all future signage must meet 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; 9. That the final design and color of the building, mechanical enclosure, generator enclosure, and dumpster enclosure shall be consistent with the architectural elevations submitted to (or as modified by)the CDB, and be approved by Staff; and 10. Prior to the issuance of building permits, the Fire Department may require the provision of a Water Study performed by a Fire Protection Engineer in order to ensure that adequate water supply is available and to determine is any upgrades are required by the developer due to the impact of the project. The water supply must be able to support the 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 Department Staff: ;//"--��- Kevin W.Nurnberger, Planner III ATTACHMENTS:Location Map;Aerial Map;Zoning Map;Existing Surrounding Uses Map;and Photographs Community Development Board—May 15,2012 FLD2012-01002—Page 14 Kevin W.Nurnberger 100 S Myrtle Avenue Clearwater,FL 33756 727-562-4567ext2502 kevin.nurnber�er o.myclearwaier.com PROFESSIONAL EXPERIENCE Planner III March 2011 to present Planner II October 2010 to March 2011 City of Clearwater, Clearwater, Florida Duties include performing the technical review and preparation of staff reports for various land 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 County of York, Yorktown, Virginia 2007 to 2009 Reviewed residential, commercial and mixed use development site plans to ensure compliance with planning, zoning, subdivision, historic preservation, and environmental standards as well as design criteria, specifications, regulations, codes and ordinances. Led pre-application meetings with residents, neighborhood organizations, contractors, and developers regarding future projects which included state and local government agencies. Site Assistant Gahan and Long Ltd, Belfast, Northern Ireland 2006 to 2007 Enforced Article 3 of the Planning Order (NI) with land owners, developers and district councils on procedures relating to archaeological and built heritage remains on proposed development sites. On site assistant to project manager during the archeological process throughout the pre-development stage. Development Planner Versar Inc, Fort Story/Fort Eustis, Virginia 2005 to 2006 Developed survey strategies for the Cultural Resource Manager by reviewing local and state planning documents, the Secretary of the Interior's Standards for Preservation Planning on Federal installations, the Virginia Department of Historic Resources, the Virginia Department of Transportation plan, and Virginia Power's public utility plan in the predevelopment stages of new development and building expansion projects to ensure protection of historic properties. City Planner Ciry Planning Commission, New Orleans, Louisiana 2000 to 2005 Primary subdivision planner assisting applicants throughout the subdivision process in accordance with the zoning and subdivision regulations of the City of New Orleans. Reviewed various zoning and conditional use applications. Prepared and presented staff reports to the City Planning Commission and Board of Zoning Adjustments. EDUCATION University of New Orleans,LA MA Urban and Regional Planning(2004) . State University of New York at Buffalo,NY BA Anthropology(1999) (n LL1 Z W ❑ �W� � � � � � W J a � ST SR-590 � " � 2 w d ° o n' W Z > ¢ o�>� � w � � w z ? a ❑ a a GROV� ST ��P�� y Browns o Z w ¢ 2 ��J cn � Y LAURA = ST N E G�' GROVE � ST O m � � ❑�� Z❑ ¢ � CLEVELAND ST ❑F� � � U � } ❑�� ST � a P� ST W � w � � PIERCE ST ¢ PIERCE Y 2 ST ¢ PIERCE m LL ❑ STo � ❑ � W O � � Evergreen > > ? o P�K�i a Z � � � sT W a Z Q o ��0� pROJECT '� � �� SITE F�+NKUm ST COURT a Z � GOULD ST ST w � ❑ ❑ � �TA ROSA 5 8R0 S�—� u ST --� SR-60 US-19 ALT. CO RT ST SR-595 SR-60 F�� ¢ ROGERS ST � TURNER gT j�W� - ❑ ¢ U Z a � PINE Cir N w PINE ST s m� J < � ❑ � PINE � W O w w 0 S � �N � RD � DRUID I� � ❑ � Z C=7 j �-�� JA� ❑ WA� G�c 5 ? JASMINE v WAY p a � York G`� O � �� Z w w DR yo�� MAGNOLIA DR � � � ❑Q� � � � > L�J �� W LOTUS PATH LOCATION Owner: City of Clearwater Case: FLD2012-01002 Site: 1 140 Court Street Property Size: Existing: 84,584 sq. Ft. (1.94 acres) Pro osed: 88,678 s . ft. 2.04 acres PIN: #15-29-15-58338-002-0080;15-29-15-58338- Atlas Page: 287A 001-0 l 40;15-29-15-21672-000-0080;15-29-15- 58338-002-0100;15-29-15-58338-002-0101;15- 29-15-58338-002-0120;15-29-15-58338-002- O 110;15-29-15-58338-001-0080;15-29-15- 58338-001-0100;15-29-15-58338-001-0 l 20. 213 � 215 217 v 223 � 2 223'r4 300 " v'� 204 205 W � 3 � z z 206 ' 301 i Q I 208 Z 219 306 2�� 306 O 309 308 ; � 311 310 � 212 315 308 I= 315 315� 314 O 14 y � � 315 i 317 ¢ 318 IQ 319 400 S 319 (n � � � � � � W 32� � � ° D 404 � ^ ^ " ^ .- 324 „ ._ •- Q � i 406 ' 405 " ° ^� I� � � 40� � v� u°'i �o ' � ^ 1..�-��/�.�../.� 401 ^ �- n � � w m' 406 Z 407 ^ \ ' ' ■ ' '� " � + ■ 406� I f038 � 409 o r � I I I i y ■ ' f032 f025 W 413 t"�r��A��—� 414� ' ' 1026 = 415 ■ ■ r � 413 � I {� ■ � 1020� j 1019 � � � � 418` o �I � I � + ■ f014 1013 Z o °� � ^ ■^ � � °v* � � �°o � m n ' F' �i��—S�ii�ii!* � ' ^ � � � Q@ -�aa-a-a�a�aa��Y, — C o o � .°-' °j ^ 430 N�^ � .�—.�—I e�— � O �- ., .r-�^ � 1 I o (n ^ ^ ^ � •- •-•- •- ,H � o o v o � ■ � � � � � I � � � � ' � j � y� �a�a��is��i3i�' , � COURT ST CHESTNUT ST COURT ST � —� g ' � � � � � � � � � � � � � � o o� � 0 0 503 � � 509 I � � 506 � D 51 ' 8 I ZONING Owner: City of Clearwater Case: FLD2012-01002 Site: 1140 Court Street Property Size: Existing: 84,584 sq. Ft. (1.94 acres) Pro osed: 88,678 s . ft. 2.04 acres PIN: #15-29-15-58338-002-0080;15-29-15-58338- Atlas Page: 287A 001-0 l 40;15-29-15-21672-000-0080;15-29-15- 58338-002-0 l 00;15-29-15-58338-002-0101;15- 29-15-58338-002-0 l 20;15-29-15-58338-002- O 110;15-29-15-58338-001-0080;15-29-15- 58338-001-0 l 00;15-29-15-58338-001-0120. zz � — I— — �— — j 215 28_ — — — — — — — — — - � 23 Q 65196 � 217 27 3 � — � i 24 a, L._ — .�l 223 2T3 300 �5196 � y �2 , I 25 204 � 205 3 � 301 25 � z z 208 Z Q � , zs soa Y Z W 4 � O 2� 24 308 � z 27 210 � sO 308 �� 31 c� Z3 2 310 2 3 O ? , � 2s 212 J 315_ a 308 y 315 2215/: 3 314 y 2 — � 4 29 _ � � 317 6 j3 4 318 sQ 319 I I � � I s so aoo Q 319 O' O ly, zi 2o is —5 — — I� �s �z �i I io � s e � � s � e � a — — — — — � o w ' n I ' I � � � 404 y 321 zO .�-- � I .�- .'- .'- s 324 ,�' I.�- � I � � �� I 5 � � t n _ _ _ R 60 m � g t 2 408 405 �8 .'• e`�,. °� .°�- �+ n�y 7 400 a � m m — � I F t� � r ' !�� ' 4O� l� � !� r I h I� ID fD ED i 3 408 � 407 n f 672 f--� e ■ 5�21 �� : �� \ � 406 � — 75 0 4 I 13 1 11 ' 10 — — — —� 14 15 16 17 18 19 �20 21 22 23 1038 �. so 409 16 � � 9 � � I — 032 102 413 � I �a 414� 413 I � _ 028 101 � 415 4 5 � 6 7 8 I 9 10 11 ■ �3 I 12 11 to 9 I 8 ' 7 6 � g I q o a1020 9 60 2 � i3 � � � � � z ^ �1014 1013 r - - o .°.e�'. �I N 833� � ov � u lOi °m m m ��r`�88 1 i � �� 3� �� a�- �—r� � �Z 422* � � � � � �I � I ii�i�■ — ui_ud E ,e ; � ■r a a- �i s-�i�-a0�= m�/'1��-- — � 1 s o � ,•°-.°- :I .�. � e�. � .�- 1 ! �2 3 „ o�' �I � � � — �- �- �- .- .- .• � —� 1� c.r 65 96 0 o I to 20 �� 6 5 2 4 � 5 6 7 8 � 9 5 11 13 � � ��— .—�B' 1�8 '7 I 5o�p) 4 � 75 '��,�� .. .��'f-��.s � r !� !�. � � COURT ST .. � � COURT ST ' r— � ; � � � az i � � � I I � � � ! ' ' � ^ � � � I I i 31/11 31/10 � � r �. r I 31/O6 ! $ 4 � � � ! ; � � � � I. Q �p , I $� I xt I'� 503 a�ros �8880 � I I � 50 � � — —� s,,na q I 5 8 as ( 33500 � 51 2.33 Ac 20 � �s 4 5 i 521 z � EXISTING CONDITIONS Owner: City of Clearwater Case: FLD2012-01002 Site: 1 140 Court Street Property Size: Existing: 84,584 sq. Ft. (1.94 acres) Pro osed: 88,678 s . ft. 2.04 acres PIN: #15-29-15-58338-002-0080;15-29-15-58338- Atlas Page: 287A 001-0140;15-29-15-21672-000-0080;15-29-15- 58338-002-0100;15-29-15-58338-002-0101;15- 29-15-58338-002-0120;15-29-15-58338-002- O l 10;15-29-15-58338-001-0080;15-29-15- 58338-001-0100;15-29-15-58338-001-0 l 20. . ,�� - �.., . � . � , 1 "N �,a; � �:"f1: �. � 6�' �r� i�i � ��`�� 1 � � 7"�x � � � �" � � ��: ,� � , _ ,1 k ,�� i';'' I z ' �`.,�`-;� � ' "'� ' ��J�(r '� �" , �� rp � �� i�� i � � ,�' , , , '�, � �.� � . .. ,�, � :... ...�. �:`R �"� .r';s �I s ._�� . i -� `r� 't � '� 9r � � � .. 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'w�'� ^ � � •l � .�, .,.[. � �� ' I a l� N `� �`� � „`•" s� s � + �' «�, , � � -�� . � � , * .. i,. . �� ;: �°� �, `*��. � s� ��. i - , ., . ,� ., 1.�- �3 __.� _ _ ,�_ :_ _�� ..,:� .�., AERIAL Owner: City of Clearwater Case: FLD2012-01002 Site: 1140 Court Street Property Size: Existing: 84,584 sq. Ft. (1.94 acres) Pro osed: 88,678 s . ft. 2.04 acres PIN: #15-29-15-58338-002-0080;15-29-15-58338- Atlas Page: 287A 001-0 l 40;15-29-15-21672-000-0080;15-29-15- 58338-002-0100;15-29-15-58338-002-0101;15- 29-15-58338-002-0120;15-29-15-58338-002- O l 10;15-29-15-58338-001-0080;15-29-15- 58338-001-0 l 00;15-29-15-58338-001-0 l 20. �J � �� A i^ (�� 1 �,��,�'+"'r ��'� . . �J �9�„a,,F•��''�%_�"'�!'��N .,i J�.., 1,.� . � ,y y ,. . r` �: ,jt �� :.. x� t�,_'g�r �Yr '.:�� ,_ �� ,� ,�• .�. � ti� r, �p 1 6f � `t�t� �rz '� :. ��> , � '�a�,�'.�'�,..,�. v . � �.� <` dt ''� ' �� r�"� � �t�� 'j '€ � � '�*��'� .g ��"�- .� �p�. �°� ti , �• � A. �ti�`�` `� ��,� n�. ;pa �y • �G � �� , fi'�� :% '�� A!. ! � �> <��A�`� �L - �a�� :, i 't�' � !4.' , _ . .. . � - .,� ' . __� � ` ' , i� �±�. • _ �l �iY..i��E'�!�7,.�'��+�f�� .-.. __..�._ •&,�.,.:...r....: __ d • ,,!tr�,_ ..,�_ . �. � ,.. � . ... � , . �.:�Y - - - " ..--aw. . .. . ..__w.•r-..«....^. . , .. . - �_ .. � .... ..� � � . . _ , _ : . � . ., . : � . . _ , _ - r ' _ _ _ _. . , . ..�. -� � ,. . . ( .. ., . . . f-� � -•.. ,.�,.._ ... � �,. ;�r�"" .� - _<�,�,,. .. . __ w.�.,. �: s.� �. ��. ., �� ... t.--- �4 * - �<a�.. � �� .. ---------_....� ,_ ._:. . , ; -��+ ,-°,.;., __.,._ ___ __ i Looking west along Court Street at subject property from Looking west at subject property from South Madison Ave. South Madison Ave. . ... � � .. � �..s;-��,„ �� , ,x'� � �. �� 4� �F':�,e�� °�. �, ,„ y°�a"5.,*'r�,��i�bp��`'��.�*�y," �'X ��. "iw� �`S �.�, t ��..'�,'4'a��'��::' \ . �r SY f_.�S'i . ��'t.tta f.t�� y... � 4 ��1�+$s �,�� .. t, r y�;. ,.. S+�. ', ��wu?``�1 � `�� i, �f.,�y p . .. . 'f ' ,�,,�� k # j ...kYr� R71��e,t:f��y�r.� tz`� - _� '�`� ♦ ..R��.�� ;. .��,-.,.�vi s :�7, � cF��:,,1 '��1 .T ,9 ��4.� _ _.. �' .0 �.�� I'",� ... . . - �. . � . , .�� . � �r� � C _.� � � � � +� . , ;�.._.y__ .. . _�p '� - � �`.":.'.�° . -- _ . . _�..� .,-. .. �.. �� ._ _. ' _.. F . :.. � . "'r�.• . .... Looking northwest at subject property and vacated portion of Looking northwest at subject property and vacated portion of Brownell Street from South Madison Ave. Brownell Street from South Madison Ave. , i2�.:'.,. +1F 'Sv�'�'� ; ��,�� .�..- ��Fid'��l�3i��,y�I± .� �� w� ' ..'. � � 'Y' w. j� �+�G,�,"7r. � �ti� I , ..-_ .. . h . . , _ � � �` '� .." . � �V�;; . � , � u � �-� �� ,�� t t f�ie _. {' j, _7 ; K�. . ... R r�.�J''.' �",��, � B' + I �T � � ,p� ��d � --- , ;i=t--t�t '� � . i ' '� . —�� +a. G": , r_:n v��,��^_t�-' � �iw -- ;. `"_� . .._ �. �:'�c� � � ss�v. ._ , .� � .. � . � t (�, t � (,.__}a� . : ._, ..: ., _____ ,,,,"'� ` ( . - ... _ .� 'r ` :- _..�� ' . . �'�� -� .... �. ��'�.. . — — _ . , ,:� .._ , �.�_ �ets�r�. ��_c.. � -� I V� � . � r � � . ~ .._ ��.....�!/�/'!� ��i.a \ ..,��. , �.. `...,� .�; �+�. w �r►� .. � ..,.. ` �1.s++, ...r• . �^.,�� .�u . . � ._... '�+' ;, � .._ .� * .:t'" .,.. � .0 �. �"t `o:: �� r.••.� \•,� " ``�"�> . .. ` . � �� ,-�, * � �?�7� �. L•L=�' /....�- � _�,,,:.. .. � . .,st.� . (Y�,� x �i .,ti '.�. .�:."+ h"R�' ,,x, ' / ..__� ,..�-.. ...._.•.. ... . . _ . ''.,_._. ...t.u.'��. .. 4+.r.e. .. ;n-+ia:�`-:��;�... ..:v�.::i.�:�#�. , . .ti -- ..�... , . . Looking north at subject properiy from the intersection of Looking north at nearby development from intersection of South Madison Ave. and Court Street. Gould Street and South Madison Ave. 1140 Court Street FLD2012-01002 , Pg. 1 � 4 'r6 � Ct'* ` •, �.i"�'� .1--,� rX�r�" ��,^' F ._ . �'� { s."•�r f � �';� '�j�V A ,c¢*, � - ,{' �s. .` �r ;'�� t i. } i �.:c• �� :'� ��_'::F'` F'� �f- ., , �4 F � , ,�� ,,y, y „/ � .,1.. .,►,�. i i;,�.�� ,Ty�i'� d � ,�, „ . *-_ � ,;• "j f ' � ' ,y _[�1 �� .:'�r� "�a`_''�^i.•._`� .;k,..• :� . � �.��I.��N.1� 4�F ti��'1 +.►N� � „`,4 a,I. �' � :Y, tf {. . �J! y ,I��a.. ,��'' 'ti � ��Ly' �,�QG`.;.' � .Aw Ke�� y��! ,. :�;�� _ � i`JjP . N� 2.r ` ':} ;� �r��, "£°� � . . . — ::�C7 ��-° �sz�,.c� _ rV q: . .� .. . , . - _M r11�''� _ __ _ ��..� .:.� -- �,. �a. o, , � ��;�� m��p I� � ::�- _ � �+ . .. � • �a!.��`.^ �.-' .. .... �:t�� . .« .w�'- �. .. .»t.:w'- Looking west along Gould Street from intersection of Gould Looking west towards Martin Luther King,Jr.Boulevard on Street and South Madison Ave. Brownell Street ``• �. " -.r� <....�.,, o �ii.�.� , �� {. , .�� ' '� ' _ ��tf " `� ��(�J � � h '. � y�,� ' �� '�� " � �b r o • F"A' 7 � F �` '.� �W Sr. •� 'r 9 1p , 'I� � . .��. , .._ �.� ��., : k .� � ' ��F �}�r . .. .' ��,� ��_ 11�t�� . ��' n�y. . 1 �„ '' � � �+c t, -� , �,} g a; �"��4 *'""" �'K`` ' "'Y,� � '�� `� - r_/"� �� ... 9 1 •� __ - ". _ � _ �''° ._ la.#,.rs.� �'v�.n+..._ _ .. v. , _�� . -;� -.� ---�� - � _ _ .�. . � _ . -LL� .:.. ,,, .� . - $-.�� -.. -_ ...�.._ , _ _ � , �,,� �_.....__ .. � __ .�, � <�. . .� , , , �.. � . �.,.. .a � , . -,...... �:...' :_`,.�:. Looking east towards South Madison Ave. at location of Looking north at proposed locations of the south and north proposed northern parking lot on Brownell Street. parking lots viewed from Court Street. -------_____ - ' �i �+¢:i ''"�� 7�:. rt .-• t:r'F.x a , K.'�' � +�'� �' .5 ' 'E �� . '��... �yr ..r:, ,�� . .. , f� . ,.:'�� ,`�� `�' r" E R S �. �� .. �i . :� " � �t �} :i.. . a� i ,f1^� �' i'� �y �h: w � *`� y ca:��. � . ` .� i � �`'_ �-':--� �.k��--''�� ,�. _ ___ _. �� >> �'IIiIiI � ��, _ _ �� . . . � _ _ —_�.,.r__ .t .�...._ �..— .��...w....� . _ _ . . _ . _ _ � _ . _ _r . _ _. __ _ �. � �_ �-..�.:_�� - - . . :�� __ ..� � ba �� .. � _ ,. .. ;w,��y..... :� _ � �� -�.��'��;�','�' '°� �P � _ .�� ' - r � {= a1C �� }�� 1».�"'�y Y _YJ �� . ` ` — . .. ' � -. - ,r e.a.'(�Y !^.�.. � t 4 . . . . ,f. ,- ' .# . ._. - . . . . ..- . .. r� s.._.. _ ... ' �_.�.�.i... ,.� . ' . ' . - � � . .. � . . II Looking north from Court Street at existing conditions Looking south towards the intersection of South Madison between subject property and adjacent residence on Brownell Ave.and Court Street on South Madison Ave. Street. 1140 Court Street FLD2012-01002 Pg. 2 Planning � Development CASE#: - LL Department RECEIVED BY(staff initials): ° C earwater CI�arwater,M lor da 33756 DATE RECEIVED: Telephone: 727-562-4567 � Fax: 727-562-4865 ❑ SUBMIT ORIGINAL SIGNED AND NOTARIZED APPLICATION ❑ SUBMIT 14 COPIES OF THE ORIGINAL APPLICATION-Plans and application are required to be collated,stapled,and folded into sets ❑ SUBMIT FIRE PRELIMARY SITE PLAN:$200.00 ❑ SUBMIT APPLICATION FEE$ NA * NOTE: 15 TOTAL SETS OF INFORMATION REQUIRED (APPLICATIONS PLUS SITE PLAN SETS) FLEXIBLE DEVELOPMENT APPLICATION Comprehensive Infill Redevelopment Project (Revised 10.27.2011) �PLEASE TYPE OR PRINT� A. APPLICANT, PROPERTY OWNER AND AGENT INFORMATION: (Code Section 4-202.A) APPLICANT NAME: Tara Kivett MAILING ADDRESS: 100 S.Myrtle Ave.,Clearvvater FL 33756 PHONE NUMBER: 727-562-4758 FAX NUMBER: CELL NUMBER 7272-224-7520 EMAIL: Tara.kivett m clearwater.com PROPERTY OWNER(S): City of Clearwater List ALL owners on the deed AGENT NAME: NA MAILING ADDRESS: PHONE NUMBER: FAX NUMBER: -- --- --..._.—_ __- -------- ----- — - ------ CELL NUMBER: EMAIL: B. PROPOSED DEVELOPMENT INFORMATION: (Code Section 4-202.A) PROJECT NAME: Fire Station 45 PROJECT VALUATION: $8,865,473 -- -- -----._—.—.__..---_ __ __ STREET ADDRESS 1140 Court St.,Clearwater, FL 33756 PARCEL NUMBER(S): 15/29/15/58338/002/0101,0110,0120 and 15/29/15/58338/001/0080,0100,0120,0140 PARCEL SIZE(acres): 1.94 PARCEL SIZE(square feet): 84,585 — -- ------------- _.__------------- --- _ LEGAL DESCRIPTION: Refer to Site Survey drawing AS-100.01 for legal description,which is quite lengthy due to the City combirnng several existing lots defined as three separate parcels. PROPOSED USE(S): Fire Station 45(Zoning category"Governmental use") Ground floor -7,835 sq ft of Business(B)occupancy&3,466 sq ft of Storage(S2)occupancy DESCRIPTION OF REQUEST: Second floor -11,667 sq ft of Residential(R2)occupancy Third floor_-9,871 sq ft of Business(B)occupancy _____ Specifically identify the request (include number of units or square Zoning required vehicular parkinc,�count reduction,refer to Section D item 7 of this form footage of non-residential use and all ---------.— _ requested code deviations;e.g. - reduction in required number of parking spaces,specific use,etc.) DOES THIS APPLICATION INVOLVE THE TRANSFER OF DEVELOPMENT RIGHTS (TDR), A PREVIOUSLY APPROVED PLANNED UNI DEVELOPMENT,OR A PREVIOUSLY APPROVED(CERTIFIED)SITE PLAN? YES_ NO X (if yes,attach a copy of the applicable documents) C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 1 of 9 . C. PROOF OF OWNERSHIP: (Code Section 4-202.A.5) ❑ SUBMIT A COPY OF THE TITLE INSURANCE POLICY, DEED TO THE PROPERTY OR SIGN AFFIDAVIT ATTESTING OWNERSHIP (see page 7) D. WRITTEN SUBMITTAL REQUIREMENTS: (Code Section 3-913.A) ❑ Provide complete responses to the six(6)GENERAL APPLICABILITY CRITERIA—Explain how each criteria is achieved,in detail: 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 proposed project is in keeping with the vision of the future for this part of the City,and is currently transitioning from a region characterized by residential single family home sites,to a region dominated by commercial uses.The typical site coverage and density of adjacent commercial properties along court street in the vicinity of the fire station site are generally denser and require more site coverage than that being proposed by the Fire Station.The massing of the proposed project has been sited as close to Court Street creating a street edge commensurate with a commercial district and in keeping with the existing commercial properties to the east of the site.Ground level differences between that of the building and that of Court street are such that locating the building any closer to Court street than that proposed would create a pavement slope exceeding the fire trucks ability to navigate. The proposed project general scale is comparable in plan to those of adjacent properties on Court street.The building has been designed with the'front'facing Court Street with the dominate entry element being as tower. The tower anchors the faqade and presents a strong face to the City.The towers height has been reduced from that illustrated by the earlier design submitted to better achieve the intent of the City Guidelines.The tower is 50-feet in height and is within the level II zoning standard of between 30 and 100 ft for"governmental"use and below the 75 ft established for the Town Lake Business Park District.The overall building height results in an improved site plan and/or improved design appearance that help to support the established and emerging CBD character of an area desired by the City Master Plan. The rear and side yards are predominately secondary facades with the rear yard serving as the entry to the apparatus'through'bays. The northwest corner of Court Street and Madison Street is anchored by an appropriately scaled sign announcing the use of the site. The building aesthetic language is in keeping with a traditional look and feel. The building elements represent a traditional base—middle—top composition desired by zoning. To assist in developing a cohesive,visually interesting and attractive appearance,the proposed development incorporates the following design elements: • Changes in horizontal building planes; • Use of architectural details such as columns,cornices,stringcourses, porticos,awnings,etc.; • Variety in materials,colors and textures; • Distinctive fenestration patterns; • Building step backs;and • Distinctive roofs forms 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. -___._ _____. _.__._— - ------------- ---- ---- ---- _— — We are in agreement with the above statement.The adjacent commercial properties to the east and north,City owned Stromwater drainage area to the northeast will not be hinder nor discouraged from future appropriate development.The proposed site development for Fire Station is in keeping with the City's master plan direction to foster the changing use of the area to that of commercial and enhances future commercial development in this area through its development of an appropriately scaled and designed commercial facility. 3. The proposed development will not adversely affect the health or safety of persons residing or working in the neighborhood of the proposed use. We are in agreement with the above statement.The purpose of the City Main Fire Station being located at this site is to enhance and provide the City's citizens with improved means to provide for their health and safety,thus the persons residing or working in the neighborhood should benefit the most by having this fire station located in their neighborhood.Additionally,the vehicular traffic signalized intersections of Court Street at Martin Luther King Jr.Avenue and Court Street at Missouri Avenue,each ends of the block where this facility is located,will be controlled from the fire station allowing a safe exit of the fire apparatus(trucks)during their departure for an emergency call. C:\Documents and Settings\alice.eckman\Local SettingslTemporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 2 of 9 4. The proposed development is designed to minimize traffic congestion. —. — __ ----- While the current adjacent parcels are a mix of existing commercial and residential,the future zoned land use will allow significantly more traffic in this area.With respect to what is provided for by the future zoning,this property will generate far less traffic congestion than other types of Commercial development,and therefore,we are in agreement with the above statement. This proposed development is visited infrequently by the general public and the staff arrives and departs,for the most paR,during regular business ours.We predict the following traffic flow for the proposed facility will not significantly alter the existing local traffic: Actual building use is described as follows: 11 fire fighters 3 shifts within each 24 hour period 28 Administrative staff 12 qotential visitors durinq reqular citv business hours onlv 51 peak demand parking spaces required ___ ____ The vehicular traffic signalized intersections of Court Street at Martin Luther King Jr.Avenue and Court Street at Missouri Avenue will be controlled from the fire station allowing a safe exit of the fire��ratus truck�during their departure for an emergency call. 5. The proposed development is consistent with the community character of the immediate vicinity of the parcel proposed for development. The proposed Fire Station is consistent with the community character of a central business district.The proposed fire station design enhances and improves the overall appearance of the area adjacent community character of strip commercial centers,auto body repair and cleaning shops.The enhanced character of this proposed project is achieved by a strong,three level massing utilizing traditional building elements such as base-middle-top and secondary compositional elements such as traditional brick-work,arches over window openings and an expressed rusticated base as well as traditional commonly recognizable fire station iconic symbolism. 6. The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts, on adjacent properties. --- -_ ------ -- ----_--- --- ----- --. The proposed fire station generates significant less vehicular tra�c than that of other typical governmental and commercial uses,and therefore will not contribute in a major way to an increase of traffic generated noise.Since there is no manufacturing of any type taking place in the fire station,there is no objectionabie olfactory expectation.Additionally,all City fire vehicles are fitted with on board devices to mitigate noxious odors and gases being emit from them.This buildings massing and site location will asset in blocking and reducing some of the existing vehicular traffic noise currently generated from Court street that floods into the adjacent neighborhood.Both hard (landscaped low walls and fences)and soft landscape features have been employed to visually screen and control the visual impact of the buildin�and its_on�rade vehicularparkin�areas from adjacent rp operties. WRITTEN SUBMITTAL REQUIREMENTS: (Comprehensive Infill Redevelopment Project Criteria) 7. The development or redevelopment is othervuise impractical without deviations from the use and/or development standards set forth in this zoning district. The development is practical from all zoning aspects using the category of"Mixed use"to assess the parking requirements.The unique character of this 32,839 gross sq.ft.project as defined by the Florida Building Code(FBC)and the National Fire Prevention Administration Code(NFPA)is classified as a Mixed use Occupancy which is composed of: Ground floor -7,835 sq ft of Business(B)occupancy&3,466 sq ft of Storage(S2)occupancy Second floor -11,667 sq ft of Residential(R2)occupancy Third floor–9,871 sq ft of Business(B)occupancy The building gross square footage floor area has been modified slightly from that previously submitted.This slight increase in floor area was a result of the redesigned exterior building elevations to enhance the buildings perceived architectural character and create an image more in keeping with the City development Design Guideline requirements.A secondary result of this increase is the addition of single fixture second public restroom on the first floor and minor additional staff and administrative space on the second and third floors. The drawings presented indicate a total parking count provided of 56(not including fire and EMS vehicles stored inside the building). The proposed building physical characteristics are such that the likely uses of the property will require fewer parking spaces per floor area than otherwise required. Actual building use is described as follows: 11 fire fighters 3 shifts within each 24 hour period 28 Administrative staff 12 potential visitors durinq reaular citv business hours onlv 51 peak demand parking spaces required 8. 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 objectives of this Code,and with the intent and purpose of this zoning district This development project is consistent with the goals and policies of the Comprehensive P�an. This project begins the process of establishing this portion of the City as commercial in lieu of the current residentiai use. The building massing is three levels supporting the notion of a commercial building having larger mass and being more densely populated. C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 3 of 9 9. The development or redevelopment will not impede the normal and orderly development and improvement of surrounding properties. ' __._ _ _- -- _ . __ _ _ _ __.... The project allows for the development of adjacent commercial parcels and offers the potential for future off street parking lot sharing. The project is a benefit to the surrounding areas.The project does not necessitate special access to adjacent parcels or suggest a particular type of adjacent development.This development will not impede the normal and orderly development and improvement of surrounding properties. __ _ 10. Adjoining properties will not suffer substantial detriment as a result of the proposed development. _ __ _ _ __ - _._ _ _ __ __ __ The proposed project is a significant community amenity enhancing public safety in the immediate surrounding area. Further,the project encumbers a large parcel in the area as desired by the City master plan land use.Additionally,for as long as the fire department building resides on this site,it will assist to stabilizing the area and ensures a consistent occupancy. This is project is a substantial benefit to the area as the areas use changes from residential to commercial.Future adjacent parcel owners will view optimistically the fire department as a close,stable neighbor.Adjoining properties will not suffer substantial detriment as a result of the proposed development. 11. 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 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; c. 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 devetopment of a new and/or preservation of a working waterfront use. _ _ ➢ The proposed Governmental Mixed use project is permitted in this zoning district ➢ The proposal improves the safety of area and thereby accommodates the expansion or redevelopment of existing economic contributors in the area ➢ The proposed use provides for development in an area that is characterized by other similar developments 12. 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; 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. _._. . _ _ _ . _. _ _ This development is consistent with the goals and policies of the City Comprehensive Plan,and is in keeping with the vision of the future for this part of the City.Refer to Item 1 Section D of this forrn for additional information.This development employees both hard and soft landscape features to visually screen and control the visual impact of the building and its on grade vehicular parking areas for adjacent properties. C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 4 of 9 E. STORMWATER PLAN SUBMITTAL REQUIREMENTS: (City of Clearwater Storm Drainage Design Criteria ` Manual and 4-202.A.21) ❑ A STORMWATER NARRATIVE MUST BE SUBMITTED WITH ALL APPLICATIONS.All applications that involve addition or modification of impervious surface, including buildings, must include a stormwater plan that demonstrates compliance with the City of Clearwater Storm Drainage Design Criteria manual.A reduction in impervious surface area does not qualify as an exemption to this requirement. ❑ If a plan is not required,the narrative shall provide an explanation as to why the site is exempt. ❑ At a minimum,the STORAAWATER PLAN shall include the following; ❑ Existing topography extending 50 feet beyond all property lines; 0 Proposed grading including finished floor elevations of all structures; ❑ All adjacent streets and municipal storm systems; ❑ Proposed stormwater detention/retention area including top of bank,toe of slope and outlet control structure; ❑ A narrative describing the proposed stormwater control plan including all calculations and data necessary to demonstrate compliance with the City manual. ❑ Proposed stormwater detention/retention area including top of bank,toe of slope and outlet control structure; ❑ Signature and seal of Florida Registered Professional Engineer on all plans and calculations. ❑ COPY OF PERMIT INQUIRY LETTER OR SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT (SWFWMD) PERMIT SUBMITTAL(SWFWMD approval is required prior to issuance of City Building Permit),if applicable ❑ ACKNOWLEDGEMENT OF STORMWATER PLAN REQUIREMENTS(Applicant must initial one of the following): X Stormwater plan as noted above is included Stormwater plan is not required and explanation narrative is attached. At a minimum, a grading plan and finished floor elevations shall be provided. CAUTION — IF APPLICATION REVIEW RESULTS IN THE REQUIREMENT FOR A STORMWATER PLAN AND NONE HAS BEEN SUBMITTED,APPLICATION MUST BE RESUBMITTED AND SIGNIFICANT DELAY MAY OCCUR. If you have questions regarding these requirements,contact the City Public Works Administration Engineering Department at(727)562-4750. F. SUPPLEMENTAL SUBMITTAL REQUIREMENTS: (Code Section 4-202.A) ❑ SIGNED AND SEALED SURVEY(including legal description of property)—One original and 14 copies; ❑ TREE SURVEY (including existing trees on site and within 25' of the adjacent site, by species, size (DBH 4" or greater), and location, including drip lines and indicating trees to be removed)—please design around the existing trees; ❑ TREE INVENTORY; prepared by a "certified arborisY', of all trees 4" DBH or greater, reflecting size, canopy(drip lines) and condition of such trees; ❑ LOCATION MAP OF THE PROPERTY; ❑ PARKING DEMAND STUDY in conjunction with a request to make deviations to the parking standards (ie. Reduce number of spaces). Prior to the submittal of this application,the methodology of such study shall be approved by the Community Development Coordinator and shall be in accordance with accepted traffic engineering principles. The findings of the study will be used in determining whether or not deviations to the parking standards are approved; ❑ GRADING PLAN,as applicable; ❑ PRELIMINARY PLAT,as required(Note: Building permits will not be issued until evidence of recording a final plat is provided); ❑ COPY OF RECORDED PLAT,as applicable; C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 5 of 9 - G. SITE PLAN SUBMITTAL REQUIREMENTS: (Section 4-202.A) 0 SITE PLAN with the following information(not to exceed 24"x 36"): Index sheet referencing individual sheets included in package; North arrow; Engineering bar scale(minimum scale one inch equals 50 feet),and date prepared; All dimensions; Footprint and size of all EXISTING buildings and structures; Footprint and size of all PROPOSED buildings and structures; All required setbacks; All existing and proposed points of access; All required sight triangles; Identification of environmentally unique areas, such as watercourses, wetlands, tree masses, and specimen trees, including description and location of understory,ground cover vegetation and wildlife habitats,etc;Location of all public and private easements; Location of all street rights-of-way within and adjacent to the site; Location of existing public and private utilities, including fire hydrants, storm and sanitary sewer lines, manholes and lift stations,gas and water lines; All parking spaces,driveways,loading areas and vehicular use areas; _..__ - Depiction by shading or crosshatching of all required parking lot interior landscaped areas; Location of all solid waste containers, recycling or trash handling areas and outside mechanical equipment and all required screening {per Section 3-201(D)(i)and Index#701}; Location of all landscape material; Location of all onsite and offsite storm-water management facilities; Location of all outdoor lighting fixtures; Location of all existing and proposed sidewalks;and Floor plan typicals of buildings for all Level Two approvals. A floor plan of each floor is required for any parking garage requiring a Level Two approval. ❑ SITE DATA TABLE for existing, required,and proposed development,in written/tabular form: EXISTING REQUIRED PROPOSED Land area in square feet and acres; 84,584/1.94 88,678/2.04 Number of EXISTING dwelling units; n/a n/a n/a Number of PROPOSED dwelling units; n/a n/a n/ ---- -- __..— - _ 32,839 GFA Gross floor area devoted to each use; 6,336 s.f. e er o e i item 7 -— —._ _.__.._ --- --___-------— ---_ __ Parking spaces: total number, presented in tabular form with the 3.5/1,000/105 number of required spaces; n/a Refer to Section'D' 56 item 7 Total paved area, including all paved parking spaces&driveways, 0 33,914 SF/ expressed in square feet&percentage of the paved vehicular area; 9,312 SF/11.0/o n/a 38 2% Official records book and page numbers of all existing utility n/a n/a easement; Building and structure heights; Unknown 75.0' 50" Impermeable surface ratio(I.S.R.);and 0.185 n/a 0.50 Fioor area ratio(F.A.R.)for all nonresidential uses. 0.075 1.00 0.37 ❑ REDUCED COLOR SITE PLAN to scale(8 Y2 X 11); ❑ FOR DEVELOPMENTS OVER ONE ACRE,provide the following additional information on site plan: One-foot contours or spot elevations on site; Offsite elevations if required to evaluate the proposed stormwater management for the parcel; All open space areas; Location of all earth or water retaining walls and earth berms; Lot lines and building lines(dimensioned); -- Streets and drives(dimensioned); Building and structural setbacks(dimensioned); Structural overhangs; C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 6 of 9 . H. LANDSCAPING PLAN SUBMITTAL REQUIREMENTS: (Section 4-1102.A) ❑ LANDSCAPE PLAN with the following information(not to exceed 24"x 36"): All existing and proposed structures; Names of abutting streets; _.____. Drainage and retention areas including swales,side slopes and bottom elevations; Delineation and dimensions of all required perimeter landscape buffers; Sight visibility triangles; Delineation and dimensions of all parking areas including landscaping islands and curbing; Existing trees on-site and immediately adjacent to the site,by species,size and locations, including driplines(as indicated on required tree survey); Location, size, and quantities of all existing and proposed landscape materials, indicated by a key relating to the plant schedule; Plant schedule with a key(symbol or label) indicating the size,description, specifications,quantities,and spacing requirements of all existing and proposed landscape materials,including botanical and common names; Typical planting details for trees, palms, shrubs and ground cover plants including instructions, soil mixes, backfilling, mulching and protective measures; Interior landscaping areas hatched and/or shaded and labeled and interior landscape coverage, expressing in both square feet and percentage covered; Conditions of a previous development approval(e.g.conditions imposed by the Community Development Board); Irrigation notes. ❑ REDUCED COLOR LANDSCAPE PLAN to scale(8'/�X 11); ❑ COMPREHENSIVE LANDSCAPE PROGRAM application, as applicable. Landscape associated with the Comprehensive Landscape Program shall exceed minimum Code requirements to offset the areas where minimum Code will not be met. I. BUILDING ELEVATION PLAN SUBMITTAL REQUIREMENTS: (Section 4-202.A.23) ❑ BUILDING ELEVATION DRAWINGS—with the following information: All sides of all buildings Dimensioned Colors(provide one full sized set of colored elevations) -- Materials ❑ REDUCED BUILDING ELEVATIONS—same as above to scale on 8'/2 X 11 J. SIGNAGE: (Division 19. SIGNS/Section 3-1806) Will submitted at later date. ❑ All EXISTING freestanding and attached signs; Provide photographs and dimensions (area, height, etc.), indicate whether they will be removed or to remain. ❑ All PROPOSED freestanding and attached signs; Provide details including location, size, height, colors, materials and drawing; freestanding signs shall include the street address(numerals) ❑ Comprehensive Sign Program application,as applicable(separate application and fee required).— ❑ Reduced signage proposal(8'/:X 11)(color),if submitting Comprehensive Sign Program application. C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 7 of 9 • K. TRAFFIC IMPACT STUDY: (Section 4-202.A.13 and 4-801.C) ❑ Include if required by the Traffic Operations Manager or his/her designee or if the proposed development: ■ Will degrade the acceptable level of service for any roadway as adopted in the Comprehensive Plan. • Will generate 100 or more new vehicle directional trips per hour and/or 1000 or more new vehicle trips per day. ■ Will affect a nearby roadway segment and/or intersection with five(5)reportable accidents within the prior twelve(12)month period or that is on the City's annual list of most hazardous intersections. Trip generation shall be based on the most recent edition of the Institute of Transportation Engineer's(ITE)Trip General Manual. The Traffic Impact Study must be prepared in accordance with a "Scoping Meeting" held with the Traffic Operations Manager and the Planning DepartmenYs Development Review Manager or their designee(727-562-4750) Refer to Section 4-801 C of the Community Development Code for exceptions to this requirement. ❑ Acknowledgement of traffic impact study requirements(Applicant must initial one of the following): Traffic Impact Study is included.The study must include a summary table of pre-and post-development levels of service for all roadway legs and each turning movement at all intersections identified in the Scoping Meeting. X Traffic Impact Study is not required. CAUTION - IF APPLICATION REVIEW RESULTS IN THE REQUIREMENT FOR A TRAFFIC IMPACT STUDY AND NONE HAS BEEN SUBMITTED, APPLICATION MUST BE RESUBMITTED AND SIGNIFICANT DELAY MAY OCCUR. If you have questions regarding these requirements, contact the City Public Works Administration Engineering Department at(727) 562- 4750. L. FIRE FLOW CALCULATIONS/WATER STUDY: Provide Fire Flow Calculations. Water Study by a FIRE PROTECTION ENGINEER to assure an adequate water supply is available and to determine if ar upgrades are required by the developer due to the impact of this project. The water supply must be able to support the needs of any required fire sprinkle standpipe and/or fire pump. If a fire pump is required the water supply must be able to supply 150%of its rated capacity. Compliance with the 2004 Florida Fi Prevention Code to include NFPA 13,MFPA 14,NFPA 20, NFPA 291,and MFPA 1142(Annex H)is required. ❑ Acknowledgement of fire flow calculations/water study requirements(Applicant must initial one of the following): Rob Shorey,CPD Fire Flow Calculations/Water Study is included. Fire Flow Calculations/Water Study is not required. The sprinkler system shall require 250 GPM 1500 sf X.10(light hazard)+100 gpm hose stream=250 GPM Recent water flow data obtained near the area of Court&Madison.This data revealed a city static pressure of 70 psi,55 psi residual,flowing at 1100 gpm.At this time a fire pump is not anticipated. CAUTION - IF APPLICATION REVIEW RESULTS IN THE REQUIREMENT FOR A FIRE FLOW CALCULATIONS/ WATER STUDY AND NONE HAS BEEN SUBMITTED, APPLICATION MUST BE RESUBMITTED AND SIGNIFICANT DELAY MAY OCCUR. If you have questions regarding these requirements,contact the City Fire Prevention Department at(727)562-4334. C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 8 of 9 • M. SIGNATURE: I,the undersigned,acknowledge that all representations made STATE OF FLORIDA,COUNTY OF PINELLAS in this application are true and accurate to the best of my Sworn to and subscribed before me this day of knowledge and authorize City representatives to visit and ,A.D.20 to me and/or by photograph the property described in this application. ,who is personally known has produced as identification. __ _ _ _ _ Signature of property owner or representative Notary public, My commission expires: N. AFFIDAVIT TO AUTHORIZE AGENT: 1. Provide names of all property owners on deed—PRINT full names: 2. That(I am/we are)the owner(s)and record title holder(s)of the following described property(address or general location): 3. That this property constitutes the property for which a request for a:(describe request) 4. That the undersigned(has/have)appointed and(does/do)appoint: as(his/their)agent(s)to execute any petitions or other documents necessary to affect such petition; 5. 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. 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 day of , personally appeared who having been first duly sworn _ _ . __ Deposes and says that he/she fully understands the contents of the affidavit that he/she signed. Notary Public Signature Notary Seal/Stamp My Commission Expires: C:\Documents and Settings\alice.eckman\Local Settings\Temporary Internet Files\Content.0utlook\Y23VQLV5\10413 Comprehensive Infill Project(FLD) (2).docx Page 9 of 9 � � � � � � � � � � � � � � City of Clearwater • • � Fire Station 45— � Supplemental Information � � • CBD Submittal • • • • � 12 March 2012 � � � � • Contract No. 09-0036-FD � � � � • �� HDR Architecture, Inc. � 5426 Bay Center Drive,Suite 400 . Tampa,Florida 33609-3444 FL#AA-0000457 � � � � � � � � � � � � 1. 8.5 X 11 Color Architectural Site Plan � 2. 8.5 X 11 Color Exterior Elevations � 3. Ordinance No. 83010-17 - City Street Vacation • 4. Project Site Lighting Photometric Data and Fixture Selection � . 5. Geotechnical Report • 6. Stormwater Calculation � � � � � � � � � � � � � � � � � � � � � � � � � � � � • • • • • • • • • • • • i • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • � .. _M�,�'��a."��,��.��: � _ ! HDR —� --� �� , , i , , i � , ;� :, , �--- ---:�(. ------� i �,�...�. � r � , � , _ _ _ i . , � ! � � , : - i o � , _ � RESIDENTAL I � .- i LOT � 1 � _ � � �y�_�Y' I Ul � U � z o wi � uU iI �_________ .._.'_._____J . � I . � e - �i ' _- .. . �__. . _�- � __.— '_ _ ___�_ ��r. �-m � ,.i �,� . � ��,% � t N r� _ a I � C i+ � C C '__-_ C t v � 1 i:� C � +�+ V _ _ � � G G v� m w w -, -, n a l � o o v w -�- r . . � ..r; -:�., R°�� -.,.�... a a lL d' �----- =- -=��- �� --------------�'". � � . C � _N-..,. -,.. �,..,,:�,,. . :..,w. .... — . ,i.,., a m z � _A� .�- -- , .�. _ _ � _.. ,. _:,. . �._ �.� ,., ' � , : .._ _ m � z - ,` 3 u � aq v+ c 0 0 � . ... ...__�. .... . ._ . .�. .,�;- ...._,...._ _.. SITE PLAN—ARCHITECTURAL RENDERING s � � NORTH � � � � � � � � � � , � , �� i � 2� • „ . � � ° � ;x i I �� , ` � °a �� i� o � � _ � � • D 4�; i � � � ( < ^' i — < < l � � * �' t jf.4�� rI f � I� � �� _ _ r � , o — -- � I ° I � • l � � - � _ _ � � _ � I ,i � �� I�j� I I� '� , vf �. _ �. I�� I I � � , • j , .� � A--+�, �� • II Ij I � —i I _ � I �� , il _ �i I I , _._i_.I � i { __i: • � � ' { � � il i � a , � i _. }� ° `,� _ :� 3 i _ ` I'� . : I .. . ..!^�', -�. �(.. � �..' • R R' • v ; r ... ,; . .. : . , . .. ..__ • I if I a : � • � ' - � LI ` IL ' Fk.� • r f r f • , • • • • • • • -_ � • DRAWN BY PROJECT N0. ISSUE CLIENT � �� City of Clearwater, Florida � DESCRIPTION PROJECT RE-ISSUE v • Rendered Elevations Fire Station 45 � REplacement • � � � , � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ______ ' HDR ,��_�ti _,�, ., �ti � . �. . - . .:� _ .. � __ —,--�—.-.�—_ . . .,F � - � � . �. �_._ ��i�=�� «. , ,.. .. ,�,,_u� ..a.w ._ _6 _ . — ��.... ., � . .,,. � � � . � .. . . � __ .. � ��,� _�. . __ . � .�._. � I : ��xa;. � — �. _ , � _- . I -- — __ ,I _ _ —_ _r__. 1 Ii�a4 �._. ... - _. -. .�. �. <.-�.....s .. L+F '- . . � � �. " � '• .�. .�. t� T� .. �__ _�_ m .. . ..rvW .t.:` tl;- , �......,.w �FZ. .-..._.. . . �.s� I P _ � ...r.�.. O F w. � � . . .. :� r ��. �� . v I� A ,ti��a. � . ..a , n�. i,.. ... ... .._� —r. �,.. .' .. . . IL ,_�, . .. .� "__y- i _.__—_. __.—�_�_-�- ,-.,.., �. . . . .:' .,. ) E;",.ti - , �,>F� 1 , C1 Z EXTERIOR ELEVATION-EAST � EXTERIOR ELEVATION WCST � � C N Ul V r � ��.,.�,M��...,.... ,_��.............�., , �.,..,,�w.,...�... � >- �f�MU ti � o ti u U ? � � � - N - . ._,, ! : ' _ � �� , «.5. �`,'ti B� EXT-ELEVATION-GEN.ENCLOSURE-NORTH n� FkT.FI FVATION-UE(;H.. C;FV.FNC:I��;,JI��F r;�.�" � y �:.�.�r . �...,. _— C C O � £ � +�+ V G G� �o , .,�...,,,.._...,. , . �..�...�,�_�E �.,,..r.,E...�,.. f o o v n �. �t i , o=ti d d iL� N C � o,'ti 0 .� > d ll.� z � o � 0 o ti ��=ti ' � G� �E�E� �r��, z — ,...:,,,.EE._..._ � A� EXT.ELEVATION-ME(,M. GEN ENCLOSURE-SOUTH A3 EXT.ELEVATION-MECH./GEN.ENCLOSURE-WEST Q N C ,. ,v - ., ,o z N — Q p � 2 --- - — --...- - ---... _ __ _. • *Re-recorded due to scrivener�s error KENBURKE,CLERKOFCOURT • � t PINELLAS COUNTY FLORIDA INST# 2012003779 01/05/2012 at 03:1B PM • OFF REC BK:17433 PG: 532-534 DocType:GOV RECORDING: 527.00 � ORDINANCE NO. 8301-11 � • AN ORDINANCE OF THE CITY OF CLEARWATER, FLORIDA, VACATING, ALL OF THE R(GHT-OF-WAY � ABUTTING THE SOUTH LOT LINE OF LOT 12, BLOCK 1 � AND THE NORTH LOT LINE OF LOT 12, BLOCK 2, BOTH • PROPERTIES DESCRIBED IN THE PLAT "MOASE AND HARRISON" LOCATED IN HILLSBOROUGH PLAT BOOK 2 � PAGE 85 OF THE PUBL�C RECORDS OF PINELLAS � COUNTY, FL; PROVIDING AN EFFECTIVE DATE. � WHEREAS, the City of Clearwater, Fla. (the City) owner of real property located in � the City finds it necessary to vacate the right-of-way depicted in Exhibit A attached � hereto; and � WHEREAS, the City Council finds that said right-of-way is not necessary for its use � as a public roadway, and it is deemed to be in the best interest of the City and the general • public that the same be vacated; now, therefore, � BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY � OF CLEARWATER, FLORIDA: � Section 1. The following: All of the Right-of-Way abutting the South lot line of � Lot 12, Block 1 and the North lot line of Lot 12, Block 2, both properties described in the • plat"Moase and Harrison" located in Hillsborough Plat Book 2, Page 85 of the Public • Records of Pinellas County, FL. � is hereby vacated, closed and released, and the City of Clearwater releases its • right, title and interest thereto only to the extent this property is used as a public right-of-way; however, the City reserves its fee simple interest for any and all other + purposes. Additionally, all City and private utilities may be relocated by the City, at � its own expense, and to the approval and acceptance of the private utility owners. ` Section 2. The City Clerk shall record this ordinance in the public records of � Pinellas County, Florida, following adoption. � Section 3. This ordinance shall take effect immediately upon adoption. � � • PASSED ON FIRST READING November 15, 201 1 � PASSED ON SECOND AND FINAL � READING AND ADOPTED December 1 , 201 1 � � � � • Ordinance No.8301-11 � � ___ --__-------__--- ------ -- --- � � • . � � • �� ,o � Frank V. Hibbard � , Mayor � � Appro d a Attest: � � � Camilo A. Soto Rosemarie Call S Frr��+� . Assistant City Attorney City Clerk ,�'� � �� v �� l i , � . . �, `- �� __-- `..'". � s,�'� � �'��w • ,v�� ` • • • • � • . . • . • • • • • • • � • • � . � � • � Ordinance No.8301-11 � � _ _.-- __---- � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� Sca/e �� = 50� EXHIB IT "A" This is � a su�vey NORTH � � MOASEAND HA.RR�SON � � �J, illsboroug Plat Book 2, Page 85 i �1 6 7 8 9 10 11 I O 12 _ _ _ _ _ _ North R!W 136.00' Point of Beginning � o PROPOSEDRICAT-OF-WAY � — r30' R/W — BrOW/7BII St/i?9t ° , / �°„ TOBEVACATED co�,' � � — — —L South RIW 136.00' e O �2 � 6 7 8 9 10 11 � � � --a h � � �3 I I I I I I Legal Description � A Portion ofthe 30 foot Right-of Way to be vacated and described as: All of the Right-of-Way abutting the South lot line of Lot 12,Block 1 and the North lot line of Lot 12, ° C1TY OF CLEAR1fATER, FWRIDA I Block 2,both properties described in the plat°Moase and Harrison"located in Hillsborough Plat ENGINEERING DEPARTMENT � Book 2,Page 85 of the Public Records of Pinellas County,FL. �� VACATED RIGHT-OF-WAY ��p�i �3 aa+�a AT BROWNELL STREET ,ar T'�"�' AND S. MADISON AVENUE � °F� ' �o/�e%m�� "-'...a' 15-29S-1SE Exhibit A � � � � � � � � � � � � � � City of Clearwater, Florida • • � Fire Station # 45 • • • • Lighting Calculations • • • � April, 2012 � � � � � � � � � � � � � � � � � � � �< � �LL � TYPE 'A' • � �oatuT�anp� Specification z • � Intended Use Optics High reactance,high power pulse rated),medium base � K Forstreets,parkinglotzantl KVRvertical-lampreflectors factorfor150Wandbelow. forKVRlwithmpperalloy, • J ■�� surroundingareas. areone-piecespunand Constantwa[tageautotrans- nickel-platedscrewshell W formedaroundanodizedalu- former175Wantlabove. andcentercontact.ULListetl . � Construction minum.KVRhorizontal-lamp MH:SuperCWAPuIseStart i500W-600V,4KVpulserated. C E_ Housing:Cylindncaltyshaped, hydroformedandsegmented ballasts,88%efficientand LPlisstandartl35KforCFL. • rugged,heavy-gauge,spunalu- reflectorsalsoavailable.KVR EISAlegislationcompliant, minum housing.Fully gasketed I nstallation reflectorsarerotatableantl arerequiretlfor151-450W • forweathertightintegrity. Mounting:Extruded-alu- interchangeable. (must ortlerSCWA option) for U.S.shi ments onl minum contoured arm with Finish:Dark bronze polyester P Y • Lens:Impact-resistant,dear, integral splice compartment powder finish stantlard. (SA,NOM or I NTL required Optionallinearembossed 3/16"thick,temperetltlrop forprobestartshipments forwallorpolemountingis orflat lens. outside the U.S.Com act shippetl in fiature carton.Op- • accentrevealsareavailable. p tionalmountingsavailable. Arm-mounted KVR2 standard Electrical fluorescent uses an electronic • doorframeisnaturalaluminum Electricalcomponents high-frequencyballast. Listings (DNA).Adtlitionalarchitectural mounted to heavy-gauge UL Listed(ztandard).CSA • High-frequency generator colorsavailable,see platetomaximizeheat forinduction. (ertified(see0ptions�.UL www.lithonia.com/archcolors. dissipationantlstrucmral Listetlfor25°Cambientantl • integrity.Ballast All ballasts Socket:Mogul-base porcelain wet locations. are100%factorytested. socketforKVR2(1000Sis5K � O Pv��t �. �`��`�' �'� ' �' � � Forshortest lead times,configure products using bolded optionz. EXalllple:KVR2 250M SYMDL 120 SCWA RPD09 LPI Series:Lamptype' Distribution'�' Voltage Ballast Mounting KVR1 , High ` Metal ! 250M : Metal halitle: Z/Z6TRT Horizontal lam� Vertical lamu 120 : 480" ` (blank) Magnetic : Arm mountinatB KVR2 : rep ssure halide I 320M6 : ceramic° ; z/32TRT : R2 Type II roadway SYM Symmetric : 208" ' TB" ballast ; SPD09 9"arm for square pole sodmm ; SOM'° 350M° SOMHC'° : 42 TRT R3 Type lll asymmetric ASY Asymmetnc : 240" 23050HZ": CWI Constant ; RPD09 9"arm for round pole ! 70S 70M'" 400M ', �OMHC'" 57TRT SR2 T ellse mentetl ' VFA VerticalFT, : 277 : MVOLT'^ Wattage arm orwa YP 9 isolatetl t00S 100M' ; 450M° 100MHC' 70TRT SR3 T e III se mentetl automoUVe10, ;47 TVOLT" � WWD09 9"arm for wootl ole 1505 yP 9 SCWA SuperCWA P ° i50M �OOOM'; 150MHC ; Indudion' SR4SC TypelVsegmented, ballast orwall ' 2505 ; ��SMs ; ; Compact SSIL FT,sharp curoff SPD72 12"arm for square pole 4005 s a: fluorezcent': 200M . SR4W Type IV segm,FT, RP012 12"arm for round pole : ; 10005' ; 2/26DTT 851L witle10 ;. _...... _...... _. _... . _....... ... ......... ............ .. . .......... . .................... . ... .._.. ....... ...... . .. _ ....,... �Mounting(continued) Options `Finish Lamped � WBD12 12"arm for ; Sh�i s installed f KW4 KiloWatch 27N control relay'° PE3 NEMA twist-lock. @lank) Dark bronze(std.) ' LPI Lamp w � , wall Sf Sin lefuse 120V 277V 347V TLS Tool-lessaccess PE(347V) ; DBL Black mduded: WWD12 12"arm for DF Doublefuse,208V,240V,480V EHS External house-sitle shieltl ' PE4 NEMA twist-lock; DGC Charcoal gray ��P Less wood pole or PE(480V) lamp wall EC Emergenry circuiP' ; EHSB External house-zide shield black PE7 NEMA twist-lock' DMB Medium bronze ` Post-toQmounting QRS Quartzrestrikesystem° i CSA MeetsCanadianstandards PE(277V) DNA Naturalaluminum : �� PT4 Posttop,4"OD ; QRSTD QRS time delay° NOM Meets Mexican standards(conzultfactory) ; SC Shorting cap for; DWH White open-toppole ; PE Photoelectriccell-buttontype'a ; INTL AvailableforMHprobestartshippingoutsidetheU.S.: PERoption (R Enhancedcorrosion ' PER NEMA twist-lock receptade only" : Shios zeparately" VG Vandal guardt' ` resistance KW1 KiloWatch 120V control relay'° PE1 NEMA twist-lo<k PE(120V-240V) CRT Non-stick protective; coating(black) �� ' � Foratlditional product information,visit www.lithonia.com. � p � Drawingsarefordimensionaldetailonlyandmaynotrepresentactual Notes ��, ^F�.�, , mechanicalmnfiguration.Dimensionsareshownininches(centimerers) 1 Specifylamprypeantldistrlhution. 14 Mul(i-voltelechonicbaliast(mmpact �` �` �`� ��y � ^ � � unlesso[herwiseno[ed. SeeConfigura[ionstable. fluorescentonly)capableofoperating �: ` � KVRi SSIL,851L Not Required � � . � ' � _pia ,,, i 2 NotavailablewithSCWA. onanylinevoltagebenveen120V ' ' KVRI Z�Z6DTT,2/26TRT, ° SYMDL,SVMFL,ASYDL, ,--------_ ~ �_ 3 Drop lens uses standard E251amp. and 277V. „� 2/32TRT ASYfL,SR3DL,SR3FL T � Flatlensusesreducedjacketlamp. 15 Tri-voltelectronicballast(induction �E ..' � 'SR2DL,SR3DL,SR45CDL, - H H 4 Notavailablein480V. only)capableofoperatinganyline KVRI ; SITRT,70TRT SRSSDL � I voltage between 2ooV and UN. � � � � 5 KVRi USM SCWA and 2(pM SCWA are . . --- '� � " � � '--"� -L 16 Use12"armwhenmountin two ; 42TRT,SOM,SOMHC, ' SYMDL,SYMFL,ASYDL, onlyavailablewithASYorSYM. 9 KVRI ;�OS,70M,70MHC,1005, ASYFL,SR2DL,SR2FL, F— — Dia { Iuminairesat90`. 6 Must be ordered with SCWA. 100M,100MHC,150S, : SR3DL,SR3FL,SR45CDL, 7 Mustuseretlucedjacketlamp. »Mazimumallowablewattagelamp 150M,150MHC,175M ` SR45CFL,SRSDL,SRSFL included. '. SYMDL,SYMFL,ASYDL, 8 NotapplicablewithUlP. �g Notavailable347,480,orTB.OnIy � KVR1 ; 115M SCWA,200M ; 9 Designare DL(drop lens)of FL(Flat ASYFL availa6le wlth KVRI. lens)aRerdistribution(e.g.,SR2fL). �g pnl availableKVR2.Photocellnot SYMDL,SYMFL,ASYDL, KVRt KVR2 y KVR2 with SR2,SR3,SR45C,SR4W induded. ' 175M,2505,250M, ' ASYFL,VFADL,VFAFL, EPA arm: 1.0 ft'10.09 m�l 2.1 ft'10.20 m') only available with Flat lens. KVR2 320M,350M,4005, ; R2DL,R2FL,R3DL,R3FL, EPA PT: 1.2 ft'10.11 m'1 2.5 ft��0.23 m�) �0 No[available with K�Ri. ZO Available with 2IX7M-400M SCWA: � ` 400M SR2FL,SR3FL,SR4SCFL, Diameter: 17�43.1� 26166.01 SVM,ASorVFA;2505or4005:a11 �.�; SR4WFL Flatlensheight: 9-1/4123.5) 14135.6) 11 MustspecifyCWlforuseinCanatla. distributions. 12 Optionalmulti-tapballast(120V, 2� Ma beorderedasanaccessor ��5 '. SYMDL,SYMFL,ASYDL, Drop lens height: 10125.41 17�43.2� Y Y " KVR2 : 1000M,10005 208V,240V,277V).In Canada 120V, 22 prefiz with fixture name and size �� ASYFI PToverallheight: 18-3/4147.61 23-1/2159.7) 277V,3a7V;shipsasl2oU/347V. �e.g.,KVRNG). ��``� ,� Weight: 351bs115.9kg1 561bs125kg� B Consultfacmryforavailablewattages. ��;� .� • 530 ��L/THON/A L/GHT/NG° 1-800-279-8041�www.lithonia.com P5G10 . • � •• �� L/THON/A L/GHT/NG� `a`a�� Number � • Notes � FEATURES&SPECIFICATIONS INTENDEDUSE—Forbuilding-andwall-mountedapplications. Type TYPE �B� • CONSTRUCTION—Rugged,tlie-<ast,single-piece aluminum housing.Die-cast door frame has a 1/8"thick tempered glass lens.Door frame is fully gasketed with one-piece solid silicone. • Finish:Stantlard finish iz textured dark bronze(DDBT)corrosion-resistant polyester powder finish.Additional architectural colors are available.Stdping is also available. • OPTI(5—Segmentedreflectorsforsuperioruniformityandmntrol.Reflecrorsareinterchangeable.Threefull � � DecorativeWall-MountedLighting aroffdownlightdistributionsavailable:FT(forwardthrow),MD(mediumthrow)andWT(widethrow).Sixuplight �I'� f�4 • distributions available:FTU(fonvard throw,1046 up),MDU(medium throw,1096 up),WTU(wide throw,104b • up)and MDUS(up/down medium throw,50%up 50°�down),WTUP(pencil beam)and WTUC(column beam). �� ELECTRICAL—Ballast:50W-i50W utilizes a high reactance,high powerfactor ballast.Metal halide 150W and below are standard with pulse-start technology.35S utilizes a reactance high power factor ballast.175W • utilizesaconstant-wattageautotransformerballast.CSA,NOMorINTLrequiredforprobestartshipments outside of the US for 115M.Not available 175M SCWA.Ceramic metal halide lamps are recommended for use in • applicationswheresuperiorcolorrendition,lumenmaintenanceandlongerlamplifearedesired. METALHALIDE:50W-175W • Quickdisconnectplugeasilydisconnectsreflectorfromballast.Ballastsare100%factory-tested. HIGHPRESSURESODIUM:35W-150W Socket:Porcelain,medium-base socket with copper alioy,nickei-plated screw shell and center contact.UL listed • 660W,600V 4KV pulse ratetl. Specifications — INSTALLATION—Universalmountingmechanismwithintegrolmountingsupportallowsfixturetohingedown. Length:l8(45.7) � • Bubblelevelprovidescorrectalignmentwitheveryinstallation. 7_��q LISTINGS—UL Listed(standard).CSA Certifietl(see Options).Suitable for wet laations(damp location listed Depth:9(22.8) (�g,q� • in lens-up orientaaon).WLU option offers wet location listing in up orientation(see Options).IP65 rated.25°( Overall Height:7-1/4(18.4) , , g ambient.ELED:U.S.Patent No.7,737,640. *Weight:30(13.6 kg) (45.7) � � (ZZ.8)� • Note:Specifications subjed to change without notice. All dimensions are inches(centimeters)unless otherwise indicated. • 'Weight as configured in example below. • �'� ' �' � For shortest lead times,configure product using standard options(shown in bold). EXafil(112:WSR IOOM FT 120 LPI • WSR • Series Wattage Distributlon Uplfghtcoloroptionsf Voltage Ballast Mountfng • WSR Hi�h Metal Ceramic Downli ht Up/down distributions BLUE Blue 720 (blank) Magnetic (blank) Surface rep ssure halide metal distributions � ballast mount FTU Forward throw with 10% GRN Green 208 sodium SOM halitle FT Forward uplight RED Red 2406 [WI Constant Shiooedseparately10 • 35S' ��M 50MHC throw MDU Medium throwwith 10°h YEL Yellow Z77 wattage BBW Surface isolated • SOS 100M 70MHC MD Medium uplight�coatedlampsttl.) 347 mountback 70S �SOM 100MHC throw WTU Widethrowwithl0%uplight � box • 1005 � 150MHC (�oated MDUS U /downmediumthrowwith TB ...,,..�..-,.,.�-. UT5 Uptilt5 175M lamp P 23050HZe CWA SuperCSA 1505 50°k u li ht and 50°k down- degrees std.) P 9 puisestart • light(coatetl lamp std.) ballast' WT Wide throw WTUP Pencil beam'a • WTUC Columnbeam'" • • Options Finish" lamp" • Sh�f oed installed in fixture ELED Emergency LED secondary source QRS Quartz restrike S�oed separatelv' (blank) Dark bronze, LPI Lamp batterypackwithtimedelay(-4°F system"" textured inclutled • SF Sin le fuse(120,277,347V)" „ WG Wire guard DF Daublefuse 208,240V" min.operating temperature) UCS Uplight component DSST Sandstone,textured ULP Less ( ) ,8 VG Vandal guard • 2ELED EmergencyLEDsecondarysource shield lamp DC12 Emergency circuit 12-volt(35W lamp (two modules)battery pack with NAT Natural a�uminum, included)1z timedelay(-4°Fmin.operating W�U Wetlocationdoorfor textured • ZDC12 Emergenty circuit 12-volt(two 35W temperature)13 up orientation DWHG White,textured lamps includedp' DFL Diffusing lens CSA CSA certified DBLB Black,texturetl • DC2012 Emerqenry circuit 12-volt(20W EC Emergenry circuit115 NOM NOM certifietle CR Corrosion-resistance lamp inclutled)'Z IBS Internal backlight shield16 INTL IntemaUOnal shipment CRT Non-stick protective • 2DC2012 Emer enc circuit 12-volt two 20W fa 175M coatin Z0 9 Y ( PE Photoelectriccell-buttontype 9 • lamps inciuded)1z (n/a TB)' . Notes 12 NotavailablewithELED,SF,DF,E(orQRS. 1 120Vonly. 13 Maximumwattage100M,705.No[availablewithQAS,DCorEC.Mustspecify �n • 2 Thesewattagesdono[complywi[hGlifomiaTitle20regula[ions. 120UorD7V. 3 Must be ordered with fix[ure;cannot be field installed. 14 Ma�cimum allowable wattage lamp included. N�� 4 Availablewi[hWT(widethrow)distributiononly. 15 Notavailablewi[hELED,QRSorDCs. ��Y ca��m.�n�EEO•aai. • 5 AvailablewithWTU(andWTUPonty. 16 Notavailablewithmediumthrow(MD,MDU,MDUS)distributions. ac,�.�ci�-o�x�. 6 Mustspecify(WlforuseinCanada. 11 Notavailablewi[hELED,ECorDCs. f°'�pMpa1iAOiredichon 1 Optionalmulti-[apballast(120,208,240,211V);(120,217,347VinGnada). 18 UsedwiffiFTUandWTUdistributionstoconcealin[ernaleleRricalcomponents. • 8 (onsultfactoryforavailablewattages. 19 Seewww.lithonia.com/archcolorsforadditionalmloroptions. 9 Availablewith150Mori50MHConly. 20 Blackfinishonly. • 10 Maybeorderedasanacceuorywithprefix"WS':Mustzpecityfinish. 21 Mustbespecified.ULPN/AwithMHC. il NotavailablewithDCoptions. • OUIi!OOR INCR f�f� S • � � WSR Metal Halide, High Pressure Sodium Wall Mounted • • • WSR 150MHC FT LTL11336P WSR 150MHC MD LTL11335P WSR 150MHC MDU5 LTL11310P ISOILLUMINANCE PLOT(Footcandle) ISOILLUMINANCE PLOT(Footcandle) ISOILLUMINANCE PLOT(Footcandle) • -2 -z -2 _ � x • -t w -1 w -1 w _ = x � � c� z Z • �~ �z �z � 1� �� 2 1� • z.5 0 � o • ' z~ 2~ 2~ 25 Z z z � � � • 3Z g? 3z w U Z • qQ 4F qQ (p N N p 0 O • 5 5 5 0 1 2 3 4 5 6 0 1 2 3 4 5 6 0 1 2 3 4 5 6 • 150W pulse start metal halide lamp,horizontal 150W pulse staA metal halide lamp,horizontal 150W pulse start metal halide lamp,horizontal lamp orientation Footcandle values based on lamp orientation Footcandle values based on lamp orientation Footcandle values based on • 12'mounting height,14000 rated lumens. 12'mounting height,12500 rated lumens. 12'mounting height,12500 rated lumens. Luminaire Efficiency: 55.60� Luminaire Efficiency: 55.3% Luminaire Efficiency: 77.1% • WSR 150MHC WT LTL11337P WSR 150MHC WTU LTL11312P . ISOILLUMINANCE PLOT(Footcandle) ISOILLUMINANCE PLOT(FOOtcandle) • -2 -2 x x c� c� • -1 w -1 w x x � � • o? 0� 5 O 5 25 � • � t� 1� 0 0.5 0 .25 z� 0.25 2 F- � • z z > > 3? 3? • w w z z • 4 N 4 N � O 5 5 • 0 1 2 3 4 5 6 0 1 2 3 4 5 6 • 150W pulse start metal halide lamp,horizontal 150W pulse staR metal halide lamp,horizontal lamp orientation Footcandle values based on lamp orientation Footcandle values based on • 12'mounting height,14000 rated lumens. 12'mounting height,14000 rated lumens. Luminaire Efficiency: 68.1% Luminaire Efficiency: 69.7% • • • Emergency Option Lamp fompatabiNty Lampoptions Lamp Initiallumens Mountingheight � #of lamps/watt- D(12 2DC12 DC2012 2DC2072 Ef ELED 2ELED Metal halide 10' 12' 14' 16' age • 355 � � � � � � � SOW MH 3,900 0.43 030 012 0.17 SOS � � � � � � � 70W MH 5,500 0.62 0.43 031 0.24 • 100WMH 8,500 0.95 0.66 0.48 037 70S ■ ■ ■ ■ ■ � � 150W MN 12,500 1.41 0.98 0.12 0.55 • 1005 ■ ■ ■ ■ ■ 175WMH 12,800 1.44 1.0 0.13 0.56 1505 ■ ■ ■ ■ ■ High pressure wdium • SOM ■ ■ ■ ■ ■ ■ ■ 35W HPS 2,250 0.26 0.18 0.13 0.10 • 70M ■ ■ ■ ■ ■ ■ ■ SOWHPS 4,000 0.45 031 0.23 0.17 100M ■ ■ ■ ■ ■ ■ ■ 70W HPS 6,400 0.72 0.50 037 0.28 • iSOM ■ ■ ■ ■ ■ 100WHP5 9,500 1.07 0.74 0.54 0.41 175M ■ ■ ■ ■ ■ 150W HPS 16,000 7.80 1.25 0.91 0.70 • � I�L/THON/A L/GHT/NG� WSR M s • An�.�ItuityBrands Company � � OUTDOOR. One Lithonla Way Conye;s,GA 30012 Pl�une� 7i092[P'JOC� F,, ,7�1-giEt- 1�iy �,�,n�urh,niz;�um c 2003 2011 Acuity Brands tlahting Ina Ali nghts reserved Reu Ol/31/il • � � TYPE 'C' � �--�, 'a Top � � �__.___,- � � � � � __-. � - • . ... 9"Dia O � �,_..9��..___„ I � • � W 1 36"LCL O L • 30"LCL A' ` � �� 40� � �+ 34" � � ! � c� o � � __ ; _ � .� 6� . .8. r--� �—8��—�— � a� • . Q • �= ORDERING INFORMATION: � � � U • PHODUCT HEIGHT LAMPTYPE VOLTAGE DISTRIBUTION OPTIONS LAMP FINISH ,� � • EXAMPLE: Q � H102 36 26DTT 120 SYM SF LPI BK � J �• Modej Height Voltage Distribution La p Finish ❑ 120 ❑ BK Black � ❑ H102 ❑ 36 � 208 Internal ❑ LPI Lamp � � • � 42 ❑ pZp ❑SYM Symetrical, Include ❑ BD Dark Blue Wo �, • ❑ yqp 360° ❑LPIC Lamp � BM Brown Metallic Z� Q � 27 ❑ FT Forward Included, � BZ B�onze ao o � 341 Throw, 180° Coated ❑ GH Graphite �� • ❑ 120/271 ❑ GN Green �z� ❑ MA–wired to 120V ❑ GR Gra ��m • ❑ MB–wired to 208V ❑ W H White • ❑ MC–wired to 240V ❑ SD Sandstone J? � ❑ MD–wired to 277V ❑ MVOLT' ❑ AS As Specified W c • �_�Q • Lamp Type Options Fluorescent Fusin W=m �o N Z • ❑ 26DTT GX24Q-3 ❑ SF' Single Fuse �g Q �w�'�� • ❑ 32TRT GX24Q-4 oube use �O�?¢�z"" Notes: o�Z�a�aw�Zw ❑ 42TRT GX24Q-4 t �myo�aQOZ�i B�II � Will be provided with coated 5 • � ❑GEB6 Generic lamps unless LPI is chosen. �NQ�w°oZ°oo ❑ 50M ED17Med. Electronic � T4andT6Lampswillbe oZ�w��oa�Q= • ❑ 50CM ED17 Med. Ballast �– oLLZwym ��=rwxo� �. provided with a frosted lens. m LL ti�o ❑ 70M' ED17 Med. ece tac e 3 �' mmO��Nw R— MVOLT(120-277) available with Qmo � • ❑ 70CM' ED17 Med. sota°o�p°¢ti , ❑GFCI Receptacle GEB option or with Fluorescent N�Z>�maZN�Z ❑ 100M ED17 Med. �oz o�?� • ❑ 100CM' ED17 Med. ❑ DR Duplex lamps. ��aaZ�g°�m�LL , Receptacle ' SFisonlyavailablewith120,277 °Q>QaZ��o°a ❑ 35CMT6 T6 G12 d�mwQQ��ZO� � ❑ 70CMT6z T6G12 Emerqencv or347voltsonHlDonly. aw<LLO�Nw�~� ❑ 20CMT4z T4G8.5 ❑ELN Emergency 5 DFisonlyavailablewith208,220 w�°`>owZO3z� ❑ 35CMT4z T4G8.5 Battery Backup or240voltsonHlDonly. 3oZoo�N�aQ� � ❑ 70CMT4� T4 G8.5 (fluorescent 6 GEB is available with MH lamps =o o�Z o F m�w Z • only) half output 3��m o w �Z o 0 HP ❑ELH Emergency � only. Q�oo�awooQ� ❑ 50S' E17 Med. battery backup Louvers will be black. °�F a?N°Z o�Z oaz>z • ❑ 70S' E17 Med. =aZ=¢w�ooZO � FNOtA3¢f a�UQU ❑ 100S' E17 Med. � � Specifications � • MATERIAL: Copper-free Aluminum,A360.LAMP: Fluorescent: 42 Watt Max.Triple Tube. HID: 70 Watt Max.T6,100 ? O Watt Max.Coated E17/Elliptical(Coated Lamp is recommended-LPIC)VOLTAGE: See ordering guide.DISTRIBUTION: Z � SYM Symmetric,FT Forward Throw. LENS: Clear Borosilicate for coated lamps. Frosted Borosilicate for clear lamps. *k z z � � BALLAST: Integrally mounted magnetic or electronic ballast with low starting temperature. FASTENERS: Stainless � 'w� � a � • Steel.FINISH: See ordering guide. LISTINGS: U.L.,C.U.L. � � o o � • H702_REV1 . LUMINAIRE SCHEDULE Symbol Label Qty Catalog Number Description Lamp File Lumens LLF Watts � � A 14 KVR2 250M SR3FL ROUND AREA LIGHT, ONE(1)250 WATT KVR2_250M_S 22500 0.74 288 (PULSE START) SR3 DISTRIBUTION, FLAT CLEAR BT28 PULSE • LENS. MEETS THE START METAL HALIDE R3FL_(PULSE M.H. =25'-0" 'NIGHTTIME FRIENDLY' LAMP IN HORIZONTAL _START).ies CRITERIA POSITION V 1 S S l A 1 WSQ 150M FT ARCHITECTURAL ONE 150-WATT CLEAR � B 3 (PULSE START) SCONCE WITH ED17 PULSE START WSQ_150M_F 14000 0.74 189 FORWARD THROW METAL HALIDE, T_(PULSE_ST DISTRIBUTION WITH HORIZONTAL POS. ART).ies M.H.=31'-8" CLEAR, FLAT GLASS LENS. CLEAR LAMP. MEETS THE'NIGHTTIME �/ FRIENDLY'CRITERIA H102 LOUVER BOLLARD, M.H.=3'-0" w • C 8 H101/H102-50M-FTFORWARD THROW 50W MH ED-17 H101 H102- 3200 0.74 68 � DISTRIBUTION WITH 50M-FT.ies COATED 50W MH ED-17 � PRORATED FROM 100W MH LAMP � Q POWER DENSITY STATISTICS STATISTICS J �, z Name #Luminaires Total Watts Area Density Description Symbol Avg Max Min Max/Min Avg/Min � � Z Q - Power Den,�ry �")r�� i 5 1440.0 W 10463.8 ft2 0.1 W/ftZ DRIVE 1 � 2.3 fc 4.8 fc 0.7 fc 6.9:1 3.3:1 O � �j Power DNn��tv DRivE 2 2 378.0 W 3013.1 ftz 0.1 W/ftz DRIVE 2 ' 2.2 fc 3.7 fc 1.1 fc 3.4:1 2.0:1 � Q � - U W W Power Density Parking Lot 5 1440.0 W 11853.0 ft2 0.1 W/ft2 PARKING LOT 1 r 2.6 fc 5.4 fc 0.8 fc 6.8:1 3.3:1 U Z Z � Power Densiry Parkiny Lot 4 1152.0 W 9185.4 ft2 0.1 W/ft2 PARKING LOT 2 � 2.2 fc 4.6 fc 0.7 fc 6.6:1 3.1:1 � _ � C� � J � Power Density 5��lewalk g 544.0 W 1447.8 ft2 0.4 W/ftZ SIDEWALK EAST , 2.0 fc 6.3 fc 0.5 fc 12.6:1 4.0:1 w 2 East z ~ SIDEWALK-WEST 1.8 fc 4.6 fc 0.7 fc 6.6:1 2.6:1 � � Power Density Sidewalk 1 189.0 W 1900.0 ft� 0.1 W/ft� West � Q TOTALS= 5,143.0 W 37,863.1 ft2 � w L.(_ � Per Florida Building Code Section 13-415: Lighting ; 13-415.ABC.2.2 Exterior building lighting power. Baseline(plus 5%) =0.3675 W/ft 2( Uncovered Parking Areas, Parking lots and drives,the lighting power density is 0.15W/ft 2 and for Walkways 10 feet wide or greater,the lighting power density is 0.2W/ft2.The sum plus 5°/a is 0.3675W/ft2.) Designer OW/JG 5,143.OW/37,863.1 W/ft2=0.14 W/ft2,which is lower than the 0.3675 W/ft2 required. Date Apr 9 2012 Scale Drawing No. 1 of 5 • i � ; �' 1 ' � � � , � ; � � PARKING LOT 1 . ., . : x �1-- v r � ca n � - � + .7�4. +4.2 3.9�4. 4.0�4.2'4.1+4. +2 7 " , S �, „ , �4.115.3+4. + J�3.9T3.8 . 3. + .4+ . �4.2�4.4� + 9 .. •� . 3.9 . 2. � . 2.3 . + 6+2.4+2. +3. �/ �2.9� . + . +2. +1.8�1.8+1.7+1. { .7 1+2.7+2. + + - + + + + + + + + � + + + + + + 3.0 2.9 2.7 .4 . 5 2.7 2.8 2. 1. 1.6 1.4 1.5 1. 1.7 .9 2.8 .8 3.2 3 .2 + + + + + + + + + + + + + + + + L.L 4.1 4. 2.5 .3 1. i .1 2 2.6 3.0+3.0 2. . 1.4 1.3T1.5 . 1. .2 2.7 4.6 .9 .2 + + + + + + + + + + + + + + + � 3.5 4. 2 1.4 1.5 1. 2.3 2. 8 2.4 .0 1.7 . 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' .90.90.9 1.� . 2.22.+2.94.3+3�2 31.61 �1. 1. 28�3.� .+2.�2. 1.91. 1.31.00.80.7�0.80.90.90.90.80.70. 0.90.80.80.91.2 . 1.�1. 1.�3.44.4 �2. 01 � PARKING LOT 1 �1. 1. .04.�4. 2.� .01 � .31.10.90J0.�0.�0.�1.01.00.90.80.7�0.80.80.90.90.91.01.�1.+1. 2. 3.�3.�3 +3.�2. 1 � + + + + + + + + + + + + + + + + + + Scale 1"=25' �1. 1.9 . 3. 4. . 1. 1. 1.10.90.70.�0.80.�1.01.11.11.00.80.80.91.01.11.21.1 1.11.21.31. 02. . 6�3.02. 2. � �. �2.3 .�3.93. 3. 1.�1.00.80.�0.�0.91.01.11.11.1+1.00.91.01.21.31.�1.5�1.61.�1.�1.�1.5 .� .�3.03.33.�2. 2. ; .�2.6�2. . � �1.61.�0.9+0.81.2�1.21.11.�1.00.9�0.91.01.31.�1.61.� + + 01.8�1.� 0 6�2.93.�3.12. 2. � .0�2.�3.3 . 3.� . �1. . .21.01.01.11.11.11.11.01.11.21.�1.71 + . 2.�2.82.8 . 32.1�2. 3 .62.93.0 2 1 92.6�3 3.6�3. 2. 2.+ .� 1.1 1.01.1 1.21.�1.31.31.41. .9 � . � . 3. .{ 2 32. 9 . 2.62 � � .1 .�2.�2.5�2.3+2. 1. 1. . 1.31.61. . 1. . 2.3 .83.23�3.94.+3.63. 2. . . . .�2.�2.�2.8� . 2.+ . . . 1.9 . .+ .� .53 94.14 4.+ .� . 2.62.�2. .�3.�3. +1.92.�2.12�2.3+ .33.94.04. .i3. .0 .0 . 3�4.0 Designer OW/JG + .0 12.�2. . 3.�3.83.8 .6�2 �2 2.94.34. 03.1 3� . 3 3.�3.+ . �1. + .12.3 3.�4.2 .� +2 7 � + + � Date � � April 9 2012 Scale Drawing No. PARKING LOT 2 Scale 1"=25� 3 of 5 + __ � 1. � 2.1 . • 2.4� .2+1. _ _ _ -�- . � - .�.5 2.2 J 3.6 3.1 . � .8� .6+3.2+ . �♦ + + + + + � + + + + + + + + + + + + + . 3.3 . 2 3 2.7 2.8 .0 3.3 4.7 3 . 2.8 3.9 4.0 + + + + + + . + + + + + + + - + + + 3 3.22.92 4 2. 2.2r .32.52.8�273.53.64.3 .92.62.92.92.8 63.44.0 � � � :� A l + + + + � + + + + + + + + + + + + + + + 3 3.2 3.1 3. 2.6 . 2.2 .1�2 2.7 2.8 3.0 2. 3.6 3.4 .8 2.1 2.2 .3 2.6 2.1 3.7 + + + + + + + + + + + + + + � + + + + + 3. 3.1 3.1 2. 2.6 2. 2.4 .3 2.3 5 3.1 3.1 3.1 2.9 2.7 2.7 . 1.6 1.7 2.0 1.8 1.9 1. 8 2.7 • + + + . + + + + + + + + + + 4.1 .1 2.7 .82. .62.6 .52.52. 3.1 3.2'3.0 1 . . 1.4 1. . . 1.4 1. . + + + + + + + + + + + + + + + + + + + + + 4.6 .6 4 2. .4 2.6 2.6 . 7 3.0 . 3 . 9�1.6 1.4 1.2 1.2 1.3 1.3 1.2 1.1 1.2 1.4 + + + + + + + + + + + + + + + + + + + L.L 3.8 .2 .7 .2 2.2 2.3 2.5 .6 . . . 1 1. �1.6 1.4 1.2 1.2 1.3 1.3 1.2 1.1 1.2 1. + + + + + + + + + + + + + + 3.4 2.12.12.22.4 62.83.1 3.43.53.22.72. . 1. . . .51. . 1.4 . + + + + + + + + + + + + + + + + + + + 3.22. .32.12.1'2.22.2'2. 62. 3.33.43.43.1 2.6 t .01. . 1.7 . + � + + + + . + + + + + + + + + + + + + + � 3.1 .7 .32.12.1�2.22.1+2.22. 2. 3.1 3.3'3.431 3.53.53. 2.32.32.62.2�2.52. 43J .4 � + + + + + + + + + + + + + + + + + + + + + + 2. 2. 2.0 1.9 2.0 2.0 2.0 2.0 2.1 3 2. 2.9 3.1 2. 3.5 3.6 4.4 3. 2.6 2.9 2.9 2.8 .5 3.1 4.1 . � + + + + + + + + + + + + + + + + + + LL 6 2 1.9 1.8 1.8 1.9 1.9Y1.9 2.0�2.1 3 2. 2.7 2 J 3. �3.3 4.8 3. 2.9 3.2 3.2 3. 2.8 3.8 4.3 .8 + r + + + + + + + + � + + + + + + + + + /� 2.4 .12.01.81.81.92.02.01.9�2.02.0 . 42.02. 1�2. 7 . . . 3. .2 �l + + + + + � + + + + - + + + w 2.0 1.9 1.9 2.0 2.1 2.1 2.1 2.1 2.1 2.0 1.9 0 1.8 1.8 .0 .6 � .6 + � + . � + + + � � + � J z 1.8 1.8 1 7 . �2.0 2.0 2.1 2.2 2. 2.0 1. 1.9 1.8 1. 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'2.6 � .4 �2.1 �1.8 +1.6 }1.5 i1.4 � Designer OW/JG Date April 9 2012 DRIVE 2 Scale 1"=12' SCale DRIVE 1 scaie 1"=20' Drawing No. 4 of 5 --��`� _`'� � ' 1A 0.8 0.7 0.7 �7 �-- - � _ _�___.,.�_._--�'.�.- - f'�0.8 + 9 � v c�t. ce n c 1. i 0.9 OI8 �1.7 - 0.9 �0 9 +1.2 ' '1.2 � 1.0 i0 8 �1.1 1.1 �OI8 � �1.11.11.3 3 +0�9 w +1.3 �1.11.2 1.3 t0 9 � �1.0 +1.0 1.3 '1 0 � �0.9 1.2 }1�0 n/ �0.9 L.L.. �0.9 0.7 1.5 � 9 Q +0.�0.6 1.6 �1 1 w ' J cn 1.6 �1 3 U Z 4. O • �6 1.8 r1�5 � a Z + �0.9 '2.1 � , O � C� �! U Z +5. .0 2.8 � .0 +3.1 �2.5 +2.4 �1 � J � • Q + .3 .1 +3.9 �4.2 + .1 +2.2 +2. 1.5 � U w Uc� Z 1. 0.9 .4 +4.6 � .9 +2.8 � 2. 1.6 - -�.-.,_. Z C� •+4 � ■ + + + + + + + + + '' �- 3.0 3 1.8 1. 1.3 1.2 1.5 1 J +2.1 2.2 2.� � = W 4. .2 2.7 +2.5 2A '1.8 + J '1A +1.6 1.8 + + �� 1.3 =-____ _-- � • . •,, � J � � --- }0.�0.5 7 � 2 +1.6 .0 L' �+3. . �1.3 O � + 3. `1.2 � . 1.4 � L0.70.5 �� 1 '^ . � �i� z.o W 1.5 N �0.5 L.L � SIDEWALK WEST LL • + s�aie ��=so� •$ Designer �� `as OW/JG F � � Date • +6 April 9 2012 Scale 'o.�o.� �o.��o.s 1.10.�0. �07 Drawing No. SIDEWALK EAST 5 of 5 Scale 1"=25' � — � � �.�S ►�l f� • LIGHTING DESIGN 22-17 • — --- - _ — ------- • Column-upright rypes • Change from a very high lighting level to a lower • i4ml<SN Examp�es: Armstrong red maple level ,�:z t� Column sugar maple r�2m�att� '- Oval-u righttypes • Luminaire overhang Examp�s: The use of transition lighting is the option of the designer af- � from curb in feet Cleveland Norway maple ,6, ,r 4• LaValie hawthorn ter a study of the conditions at a specific location. 9m�30fj Globe-head types Gradual decreases in pavement luminance are usually ac- • � Examples: �.sm� n� Globehawthom complished by extending the lighting system beyond the • � Giobe•head elm y 6m(zon normal limits and partially interrupting the required geomet- _ � Broad- yramid types � ExampPg: ric arrangement of luminaires. For example, a two-side op- � 9 m(30 n) � 4.s m(�s n) Buisman elm = em�ZSn.� Q Littleleaflinden posite or staggered spacing arrangement could be continued • E 6m(20ft) V 3m(10RJ Narrow-pyramidtypes to the normal lighting limits, where luminaires would be �' Exam Ies: -� Height P omitted from the exitin side of the roadwa but continued • � to toliage Whitebeam mountain ash g y ; incerterence 7ree iawn Bowhall red maple for one to six cycles beyond the normal limits on the ap- —' Street ;< r Sidewalk proach side, depending on road speed and luminaire cover- � s a 3 z i o � 2 Meters age. Designer judgment should be used, and various geo- � Figure 22-15. Height of foliage interterence for different metric arrangements should be considered. • types of trees. Luminaire overhang must be selected to as- sure luminaire distribution will not be obstructed by the fo- AIIeyS • liage as the tree matures.(Tree examples by E.H.Scanlon.) • A well-lighted aliey increases the perception of safety and reduces criminals' opportunities to operate and hide under • shadows or dark spots.Only as a last resort should deviation the cover of darkness.Alleys should be lighted to facilitate be permitted in the transverse overhang of the luminaires. police patrolling from sidewalks and cross streets,especially � This positioning is important for effectiveness of the light- in commercial areas.Generaily,such lighting also meets the • ing and appearance of the system. This latter point can be vehicular tra�c needs in these low-traffic areas. very important in regard to local residential streets. � In most cities trees are trimmed on a select basis as op- Ped@St1'iail WalkWayS afld BIk2WayS ) � posed to a formal tree trimming plan and in these cases the -�" trimming is accomplished by the local utility. The method Proper lighting of walkway and bikeway areas is essential to • and manner for trimming trees should be supervised by an the safe and comfortable use of pedestrian areas(herein as- � arborist. Most cities and large utilities have an arborist as sumed to include bicyclists) at night. Many walkways and part of the tree[rimming crews. bikeways are located adjacent to lighted roadways, and no * specific or separate lighting is required. Often,however,the Roadside Border Areas roadway spill light is inadequate for the comfort and safety � of pedestrians on the walkway or bikeway. Important light- • Visibility for drivers can be improved if areas beyond the ing criteria for walkways and bikeways are source/task/eye roadway proper are illuminated. It is desirable to widen the geometry, color appearance> shadows, direct and reflected � narrow visual field into the peripherai zone in order to reveal glare, peripheral detectian, modeling of faces and objects, • adjacent objects. Such conditions also improve depth per- light pollution/trespass,and vertical illumina�ce. ception and perspective,thereby facilitating the judgment of It is recommended that all lighting designs conform to � speed and distance. The luminance of border areas should the illuminance requirements shown in Figure 22-10. If the • diminish gradually and uniformly away from the road. Of roadway illumination does not provide the recommended course,these points must be considered in the context of lo- walkway or bikeway levels, revisions or additions to the + cal property owners; the design must eliminate objection- roadway lighting are necessary. The photometric data pro- able light trespass. vided by the supplier of the roadway luminaires can be used � for evaluating Type A or Type B sidewalk or roadway bike- � Transition Lighting way illuminance recommendations. The recommended levels of walkway and bikeway illu- � Transition lighting is a technique intended [o provide ihe minance listed in Figure 22-10 represent average maintained • driver with a gradual reduction in iiluminance when travel- illuminance levels and should be considered as minimum, ing from one roadway area into another.Factors that may in- particulazly when security and pedestrian identification at � fluence the decision to provide a transition lighting area are: a distance is important.Visual identification of other pedes- � trians and objects along walkways is dependent to a great • Significant reduction in roadway cross section degree on vertical surface illuminance; therefore, different � • Severe horizontai or vertical curvature of the road- values are shown in the table. To provide well-lighted sur- • way roundings for such pedestrian ways as walkways and bike- i • � � z.�s �� • � 22_1 g ROADWAY LIGHTINC • _ __ ___ _ -_ ..-_---------- ------ --- � ways through parks, additional information is provided in Figure 22-17.Safe Stopping Sight Distance' • ," Chapter 21,Exterior Lighting. ` The avera e-to-minimum unifomut ratio in illuminatin Minimum Safe `• S Y g Stopping Sight • ' pedestrian ways where special pedestrian security is not es- Traffic Speed Distance{SSSD�i • sential shouid not exceed 4:1, except for residential side- walks and Type A bikeways in residential areas, where a Kilometers per Hour Miles Per Hour Meters Fee . ratio of 10:1 is acceptable.Where increased edestrian secu- 48 30 60 20q • rit is desire ,uniformity rati s ould not exceed 5:1 for 64 40 90 300 any walkway or bikeway. 80 50 140 450 • : 88 55 165 540 � 96 60 200 650 • Tu n n e l s'`' 104 65 220 720 • Tunnel lighting should provide good visibility for drivers, '8ased on American Association of State Highway and Transportation Of� both day and night. The many factors that contribute to or �cials(AASHTO) recommendations.See A Policy on Geometric Design� Nighways and Streets, 1984, AASHTO, 444 No.Capitol Street N.W.,Suite ` detract from visibility need to be identified and their specific 22s,Washington,oC 2000�. • importance determined for each tunnel. Important lighting t Assumes average prevailing speeds in a straight and level tunnel a{i- criteria for tunnels are shadows,direc[glaze,reflected glare, Proach roadway are at,or near,the posted speed limit of the faciliry.For other • geometric conditions,refer to the AASHTO standard as referenced. peripheral detection,and vertical illuminance. • Physical Characteristics.For lighting purposes a tunnel is ; • an enclosure over a roadway that restricts the normal illumi- The critical task facing the dm�er approaching the tunnel en= nation of the roadway by daylight,thus requiring an evalua- trance portal during [he daytime is to overcome the"black • tion of the need for supplemental lighting. This enclosure hole" effect created by the high ratio of external to internal may be created either by boring ttirough natural materials luminance.The use of dark finish materiai on the approach � such as earth and rock, or by construc6on using materials road surface to the tunnel portal,and light finish material op • ' � such as steel and concrete.The terminology associated with the road surface inside the portal, for a distance at least tunnels for the purpose of lighting design is described in equal to the SSSD,reduces the difference between externaf � ; Figure 22-16. and internal luminances. The darkening of these extemal Depending on the length and the safe-stopping sight dis- surfaces reduces the luminance level to which the eyeLLi� • ' tance (SSSD), tunnels can be classified in two categories adapted prior to entering the tunnel,thus shortening the time� � ' (Figure 22-17): to adapt to the lower luminance levels within the tunnel.Fo • ' tunnels with a prominent sky background immediatel • Short tunnel. A tunnel having an overall length, above their entrance portals,objects such as plants,screeds • = from portal to portal along the centerline,equal[o or and panels can increase the size of the darkened area abov less than the SSSD. the portals. ::'y � ` • Long tunnel.A tunnel with an overali length greater To use daylight and supplemental electric lighting effec • � than the SSSD. tively,it is recommended that interior wall surfaces be of� 3 � t � � f o-d � � �� y.-i .-;_�` '.�4: 7 ^'l� • ; Approach " z<. Threshold zone Transition zone Interiorz` ` ,. �,:w. '. , � • X - - - - - - :Portal �' � I • � Figure 22-16.Descriptive terms associated with tunnel lighting.: _ • � Approach:The externai roadway area leading to the tunnel; � Portal:The plane of entrance into the tunnel; '" � � Threshold Zone:The first part of the tunnel where,during daytime,the highest level of the lighting is provided; �,: Transition Zone:The area where a transition is made from the high lighting level of the threshold to the lower lighting levelro � $ interior. � � n InteriorZone:The innermost part of the tunnel where the lowest level of lighting is provided. - Note:Lengths of zones will vary with the design parameters. " •j -+i. f ' •{ • � � � r �..E s N�A • 22-22 ROADWAY LIGHTiNG LIGHTING DESIGN 2Z_23 � � roadway is continuously lighted beyond the confines of the � - . -i .. ._ Illuminance recommendations for active lots ways, such as those at community or regional shopping for repair or storage of commercial vehicles, or where vehi- • rest area, deceleration and acceleration lanes should be open to the public, customers, or employees are given in centers,an increase of SO�o in the average public road light- cles are parked by attendants. • lighted ro a level equal to that of the main roadway. Figure 22-21. The illuminance should be measured, or cal- ing level is desirable; however, this value should be com- From a security standpoint,and to reduce personal appre- - Interior roadways are those between culated, on a clear pavement, without any parked vehicles. patible with local conditions. If the street has no lighting, hension, garages need higher illuminances than open park- i��;;�;, �`•�,, -_ : � the basic values in Fi ure 22-21 can be used and are a I�c in facilities. Good liQhtin� uniformit should be �ovided � the entrance or exit points and the parking areas. As these The maximum and minimum values are maintained illumi- g Pp � - g b b Y P� roadways are off the main highway, the designer may select nances.This condition occurs just prior to lamp replacement able to the curb line. to enhance pedestrian safety since access aisles are used by • another type of luminaire than that used on the highway.The and luminaire cleaning. For good visibility of objects such as curbs, poles, fire pedestrians for walking between cars and stairways or eleva- � designer should keep in mind,however,that there may be an Basic lighting requirements tend to be similar for most hydrants,and pedestrians, vertical illuminance is important. tors.While Figure 22-22 specifies that the minimum vertical added maintenance problem when several different types of tYPes of land uses.Typical or average security needs are equally The values in Figure 22-21 obviously do not apply to a di- illumination be at least 50%of the minimum the horizontal � as great in a parking lot serving an apartment building,a re- rection facing outward along a boundary,because this would illuminance, a higher percentage is desirable in garages to luminaires and lamps aze required within one area. re uire li�htin e ui ment be ond the ro ert line. Simi- enhance visibilit and securit • gional shopping center,or a sports complex. Q � g 9 p Y p p y y y. rr r��::r;; �„�=�� Illumination of both automobile and truck Exits, entrances, gate access, internal connecting road- larly,they do not apply to a direction facing inward between Driving ramps can be contained entirely within the struc- • parking areas should be designed so that, from the vehicle, ways or ring roads,and cross-aisles should be given special an outer line of luminaires and the boundary line.The values ture or mounted along the perimeter. The latter are usually • the motorist can distinguish features of the area including consideration to permit ready identification and to enhance are for a location 1.5 m(5 ft)above the pavement. open to the sky and may require little or no daytime lighting. pedestrians. The area should be lighted so that a motorist safety. Generally> higher illuminance should be placed The shadow effects of trees and fixed objects such as Ramps with parking along one or both sides are called slop- • can read signage and be directed by it to various parts of the along these routes by using appropriate locations of lumi- large signs or building walls also should be examined. It is ing floor designs and require basic garage illumination. • area. Careful attention should be paid to areas that may re- naires, larger light sources, and additional luminaires. Illu- sometimes practical to adjust luminaire locations to mini- The entrance area is defined as the drive ais]e and any ad- quire special detailing,such as handicap ramps and sanitary minance of the driveway access to streets should at least mize or even eliminate such shadows. jacent parking stalls, from the portal or physical building • disposal stations. match any local public lighting. For high-volume drive- Lighting for parking lots should provide not only the rec- line to 20 m(60 ft)inside the structure.Where parking is not • , ,_, ',�+.v %-`;-: ; Activity areas are those designed for pedes- ommended minimum illuminance levels but also good eolor provided next to the drive lane, the width of entrance area trian use. Major activity areas are those which include such rendition,uniformity,and minimal glare. should be defined by the adjacent walls, if any, but should � structures as comfort stations and information centers, as ---�� - Shielding lamps, reflectors,or lenses minimize glare and not exceed 15 m (50 ft). Elevated illuminances during the well as the walkways between those locations and the park- Figure 22-21.Recommended Maintained Illuminance enhance visibility. Undesirable sky glow should be mini- day are needed for the transition from full daylight to the rel- • ing area. Minor activity areas are those that include picnic Values for Parking Lots mized by limiting the upward component of the luminaire � tables and dog walks and their associated walkways and fa- light distribution. Spill light extending beyond the boundary nhanced r--�-'"- cilities. Generall the illuminance in the ma or activit ar- Basic' Securi 2 of the parking lot may be undesirable if it falls onto a differ- • Y, J Y _------ _ ty gure 22-22.Recommended Maintained Illuminance for ent land use. Spill light is unwelcome by residential owners eas is higher than that in the minor areas. Parking Garages � Area floodlighting may be provided for architectural or Minimum Horizontal Illuminance3 lux4 2 5 and is sometimes prohibited by local ordinances. Oz 0.5 � Lamps typically used in parking lots include HID and Maximum/Minimum • other purposes. Care should be taken to ensure that stray Uniformiry Ratio,Maximum- Minimum Horizontal Minimurn 6 some types of low-pressure sodium.The advantages and dis- light is not directed toward,or reflected from,the main road- to-Minimum 20:1 15:1 Horizontal� Uniformity Vertical5 wa toward the assin motoris[. Minimum Vertical Illuminance' luxe 1 2.5 , advantages of various lamp types are available in Chapter 6, 3 4 � Y P g Lux fc° Ratio Lux fc fcs o.1 0.25 Light Sources,and Appendix Table A-2 of IESNA RP-20.'A • P�:lainiananc�. Rest areas are frequendy in remote, isolated variety of luminaires is used in parking lots,induding flood- Basic' 10 1.o to:1 5 0.5 • regions and require more rigid maintenance and supervision �For typical conditions.During periods of nonuse,the illuminance oi certain lighting,area lighting,architectural,post-top,wall-mounted, Rampss parking facilities may be turned oft or reduced to conserve energy.If reduced � than facilities that can be visited more regularly by mainte- hi h-mast and roadwa li htin luminaires. Of these t es, Day 20 2.0 10:1 7o t.o lighting is to be used only for the purpose of property security,it is desirable g , Y' g g YP • 10 1.0 10:1 5 0.5 • nance and security personnel. mat me m�n�mum�iow Po�nt)�aiue no�be iess tnan�.o nor�zo�tai iuX(o.i r,tc�. the floodlighting and roadway lighting luminaires are most Entranee AreasB • Reductions should not be applied to facilities subject to intermittent night use, C012]mOtl�Y USed(See CllaPtet 7,Luminaires). 500 50 250 25 such as at apartments,hospitals,and transportation terminais. p�C�.lflO Fa':�+' ' ' �. IC�' Z lf personal security or vandalism is a likely and/or severe problem,a s�9- All lighting instaliations depreciate with time and require Night 10 1.0 10:1 5 0.5 • � nificant increase of the Basic level may be appropriate.Many retailers prefer a continuing maintenance program i❑ order to provide th� tai S 20 2.0 10 1.0 OLjF:ci �� Parking facility lighting is important for vehic- even higher leve�s,with a specification of t01ux.(1 fc)as the minimum value. deSl n illuminance.The desi ner must consider and assume , � ular and es eCiall edestrian safet , for i'OteCtiO❑ a ainSt 3 For preliminary design,an average value of 10 horizontal lux(1 hfc)for g g For typical conditions.While these values are intended to address per- P y p y P g basic illuminance or 25 horizontal iux(2.5 hfc)for enhanced iiluminance may the degree and frequency of maintenance. Vandalism can sonal security issues,some retailers may increase them to further offset per- • assault, theft, and vandalism; for the convenience of the be calculated.The minimum points(or areas)and maximum point are then cal- genei311y be YeduCed by mOUn[ing luminait'es at least 3 m ceived concerns.Top levels of garages open to the sky should use the"En- user; and in some cases for business attraction. Important culated and ihe uniformity ratio checked for compliance with this table�s vai- above round level.Hi h-im act materials such as tem ered hanced Security'column of Figure 22-21. Research has shown that, under ues.Note that a 5:1 average-to-minimum ratio is the first step toward directing g g p p certain conditions of limited contrast(such as concrete wheel stops on a con- � lighting design criteria for parking areas are source/task/eye the design to achieve the maximum-to-minimum ratios presented in this table. g�dSS, acrylic, and polycarbonate, when incorporated int0 crete garage floor),this level is needed to provide good visibility of the wheel • geometry,shadows,direct and reflected glare,peripheral de- +Measured on the parking surtace, without any shadowing effect from the design of shields, lenses, refractors or globes, are ex- � teCLtOR, modeling of faces and objects, light pollution and parked vehicies or trees at points of ineasurement. z N168sured on fhe parldng surface, ithout any shadowing effect from • 5 tremely useful for damage reduction. � o umns. �r �n��a aes� n,an avera e value of 50 tres ass,and vertical illuminance. Rounded con�ers�on ot iux to rootcandies. P v ry 9 9 p e The highest horizontal illuminance point divided by the lowest horizontai Poles should be placed so as to reduce collision with au- horizontai lux(5 hic)for basic illuminance(and equivaient for other conditions) i �� Cf F�C�liti�s. For li htin u oses, arkin facilities ��uminance point or area shouid not be greater than the va�ues shown. tomobiles. Poles should be set on pillars to minimize direct may be calculated. }' ✓1 g g p � P g 'Facial recognition can be made at levels as low as 2.5 lux(0.25 fc).The 3 The highest horizontal illuminance area,divided by the lowest horizontal , • C3ri be CIBSSified aS eitllet'a IOt(oPen�OC a g8i3ge(COVCieCl). IESNA Security Lighting committee recommends that for facial identification, ContaCt with an automobile. illuminance point or area,should not be greater than the ratio shown. Most facilities are one type or the other, but in a multilevel the minimum vertical illuminance should be 5.0 lux(0.5 fc). °Rounded conversion of lux to footcandles. e Measured at 1.5 meters(5.0 ftJ above parking surface at the point of low- I11UIl]lI13t1011 CeCOlrimel]aatlOriS fOi BfIC- 5 Measured at 1.5 meters(5.0 ft.)above parking surface at the point of low- I structuce the [oof is Considei'ed opell while the lower levels p est horizontal illuminance,excludin facin outward alon boundaries. are considered covered.Parkin stalls with roofs onl o en est horizontal illuminance,exciuding facing outward alo�g boundaries. 1Rg garages are given in Figure 22-22. These apply to cov- 6 A 9 9 9 i • B Y( P Note 1:The height of the measurement has been lowered from the previous pplies to clearvvay ramps(no adjacent parking)but not to sloping floor on all sides)may be treated as lots depending on the config- 1.8 meters(6 ft.)of RP-20-84 to be in line with the average human observer's ered and enclosed facilities intended for use by the general designs. I � uration of the space and the height of the spaces.The illumi- eye nei9nt ot�.s meeers(s tt) public,and those used by residents,customers,arid emPloy- e Daylight may be considered in the design calculation. Nofe 2:A survey of existing installations by the authoring committee tound A high illuminance level for about the first 20 meters(66 ft.) inside the nance re uirements for all arkin facilities de end lar el ees of apartment buildings O[ COlrimefCial CIeVeIOP1T1eritS. structure is needed to effect a transition irom bri ht da ii ht to a lower internal 9 P g P g Y that a value of 1 lux(0.1 fc)minimum vertical illuminance was achievable using 9 Y 9 • on pedestrian needs and perceived personal security issues. cuton iuminaires,but values greater than this may not be achievable. They are not lntended to apj�ly to garages used exclusively levei. � • �� i • • �� _ ��SN � • • 29-20 EMERGENCY,SAFETY,AND SECURITY LIGHTING SECURITY LIGHTING 29-21 � luminance of tC�e feuce is lower thau the luminai�ce of [he ure 29-17). It should be possible to dim the illuminance in poorly aimed luminaires and ofCen poor luminaire design. illuminated at least to 10 Ix(1 fc)at ground level with an ae- � ai•ea on the side being viewed through the fence.This objec- the guard house to allow the guard to see clearly through the This is particularly true of some historical luminaires,which eraee-to-minimum ratio of 4:l. Planners also need to con- • tive can be achieved by using a low-reflectance fence mater- windows at night and to limit the ability of those approach- provide little shielding of the lamp and low mowuing sider the following issues when designing the lightinb and ial such as black or dark green coated chain-link. If ealva- ing the gatehouse to see what the guard is doing. Well- heights. In this case,low wattages should be used in the his- other components of security and safety management: � nized chain (ink is used, c�u�e should be taken with the shielded task luminaires are essential to avoid reflections on torical luminaires, and site illumination from other well- • aiming of the iuminaires to reduce the illuminance directly any surveillance monitors and the windows of [he gate- shielded sources should be used to meet security lighting de- • Liaht poliution and light trespass onro the fence.'' house. Fitting the gatehouse with specular-reflecting, low- sign goals. • Prior history of crime in the park and sun•ounding � Cuarded eyatrn�aces nnd gate houses. Access Co a secure transmission glass at a tilted angle,painting the inside of the Light souree spectral power distribution is important for areas • �uc�i is usually controlled by security personnel who stop gatehouse in dark colors,and ensuring that illumination can seeing hair, eye, clothing, complexion, and vehicle colors, • Social conditions and citizen participation ancl inspect people and vehicles entering and leaving the site be dimmed all help limit the view into the gatehouse. Figure which are key elements in most witness statements. The • Cultural valucs • (Fi��ure 29-21).The entrance should be provided with mulCi- 29-22 shows a typical instailation, ability to name colors accurately and confidently is deter- • Trafftc patterns and access • ple, redundant luminaires so that the loss of any one lumi- -- mined by the light source spectral power distribution and the • Patrol frequency �� ;�curi,��Lir�t��trrica ir��' r' �;��,, � �;_� .,�The lighting system naire does not seriously degrade the lighting availab(e to the illuminance level.Research has shown that almost any nom- �uard on dut ou d make the space look attractive and safe,and hence to � � Y• inally white light source (CRI > 50) allows accurate and Trails and walkways should be i(luminated to a minimum of encourage its use at night by allowing defensive action at a ) at ground level, with an average-to-minimum Luminaires should be located at entrances in order to F�- confident color identification at the illuminances used in 6 ix (0.6 fc • cilitate inspection of vehicles,vehicle license plates,and ve- safe distance. In other words, by enhancing the visibility of public spaces at night. High-pressure sodium lamps allow uniformity ratio of 4:1 along the length of the trail and on alt • hicle contents, including the driver and the occupants. Good People and faces,suspicious or threatening behavior can be accurate but less confident color naming at high illumi- sides out to a distance of l0 m (30 ft). Verticai illumination detected earl enouQh for evasive actions. Similarly, greater vertical illuminance should be provided to allow for facial y ° nances used for public spaces, but both the accuracy and LS m above the ground should be at least equal to the hori- • visibility provided by good lighting enables people behaw identification,inspection of credentials,and receipt of pack- confidence declines at lower illuminances. Low-pressure zontal illuminance at ground level.Where trails are situated • ages without having to use auxiliary hand-held devices such ing in a suspicious manner to be identified and described sodium lamps do not allow accurate color identification un- in woods, landscape areas, or even broken terrain, lighting with greater accuracy. bZ as flashlights. In high-security areas, some luminaires der any illuminance level. designers should also attend to aesthetic issues. Informa- • Lighting designed to allow action at a distance requires should be mounted at or below pavement tevel to facilitate Parking fncilities. Techniques for lighting parking lots tion on lighting for public parking lots, public walkways, • that attention be paid to the illuminance levels, the illumi- inspection of the underside of vehic(es. Having a concrete and parking garages are available in Chapter 22, Roadway and jogging trails can be found in Chapter 21, Exterior nance uniformity, the presence of disability glare, and the • road surface to increase the reflected light helps in the in- Lighting, or IESNA RP-20-99, Lighting for Parking Faci(i- Lighting,and Chapter 22,Roadway Lighting. spectraL�wer di�tn�tion _of the li�ht Source,rRecent re= spection of the underside oF vehicles. Backup power sup- - — ties.5y Walkways are discussed in IESNA DG-5-94,Lighting Fnst food restaa�ra�ats. Many fast food restaurants are • plies should be considered for use during electrical outages, seareh has shown that for people to have a reasonable per- for Walkways and Class 1 Bikeways.""When security is an around-the-clock operations. The drive-thcough area is ception of security at night in parking lots and on business Illuminance at ground level for the inspection area should issue, because of crime history or changing conditions, the where criminals are most prone to attack, particularly when � be at least 100 Ix(10 fc),or twice that of the immediate sur- streets, the horizontal illuminance on the pavement should recommended minimum maintained security illuminance patrons are involved in transactions at the window. The at- • lie somewhere between 10 and 50 Ix 1.0 and 5.0 fc ." i•oundina areas,whichever is greater. In addition, vertical il- for open parking facilities should be no less than 30 lx tacker typically approaches the patron between the building e ow 10 Ix c , perceptions o safety deteriorate luminance equal to 25% of the horizontal illuminance (3.0 fc) on the pavement, with a unifornuty ratio of 4:l, av- and the left rear of the automobile. Building designs that al- rapidly. The principle of defensive action at a safe distance � should be provided at the level of the velucle driver. Good erage to minimum.Vertical illuminance should also be 3 Ix low the window service personnel to view the left sides of • color rendering light sources(CRI>50)should also be used requires that vertical illuminance uniformity be within a (0.3 fc 1.5 m(5 ft) above the round.These recommended car5 rovide a deterrent to this t e of mua in Li htina ratio of 4:1,average to minimum,and 5 to 8 Ix(0.5 to 0.8 fc) � g p �p °g g� g b so that the color of ciothing,documents,goods,and vehicles values differ slightly from those offered in RP-20-99 for en- that is mounted on the building,above the side window, al- at 1.5 m above the ground.To achieve this goal, luminaires � can be easily discerned. hanced security. Functionally, however, the differences are lows good observation by the employee, although glare for should provide illumination from more than one ; Illuminance inside the guardhouse should be limited to unimportant. Sidewalks, footpaths, and grounds around the patrons in their cars should be avoided (Figure 29-23). � direction. ! the minimum required for cornfortabie completion of as- open parking lots should be illuminated to a minimum of Considering the vulnerability of drive-up customers at fast signed tasks,such as re ort writin and e ui ment use Fi Disability glare is caused by light scattered in the eye. 61x 0.6 fc with a uniformit ratio of 4:1, avera e to mini- food locations and when securit is an issue, li htina stan- � P � 9 P ( �- ' ( ), Y g Y � b Care in the selection of luminaries and pole heights is essen- � mum. Vertical illuminance should also be 6 Ix (0.6 fc) at dards should exceed those described for parking lots dis- � tial if disability blare is to be avoided. Unfortunately, dis- ' 1.5 m (5 ft) above the ground.5y These illuminances should cussed in RP-20-9959 during all hours of operations. For • abiiity glare is common in public spaces, sometimes due to � � be enough to identify a human face at 10 m(33 ft). these applications, the recommended minimum maintained • I The threat to people and property in covered parking illuminance for the area within 30 ft of the drive-up win- � garages can be very high. This condition is caused by iso- dow(s)should be no less than 601x(6.0 fc)on the pavement • lated floors,numerous places to hide,and a lack of effective with a uniformity ratio of 3:1, average to minimum. Side- • — . ,, ,. surveillance. Recommended minimum iiluminances for walks,footpaths, all areas adjacent to the structure, and the covered parking facilities should be no less than 60 lx remainder of the parking lot should be illuminated to a min- • ��;�: (6.0 fc)on the pavement, with equal values measured verti- imum of 30 lx (3.0 fc) at grade, with an equal value mea- • ;��° '�� cally at LS m(5 ft),and a uniformity ratio of 4:1,average to sured vertically 1.5 m(5 ft)above grade and with an illumi- ,�.: � �i,.. � � minimum.These illuminances should be maintained around nan�e uniformity ratio of 4:1,average to minimum. • '` � '!� ' the clock because daylight rarely penetrates deeply into Convenience stor•es. Convenience stores often operate • y : " parking garage. around the clock. When security is an issue the minimum ,�;�: , Parks and public areas. Parks and public areas are areas recommended mainCained horizontal illuminance should not • � �;_�x;'--. where opportunity for violent crime is high. As with any be tess than 60 lx (6.0 fc) on the parking lot pavement and • other area where criminal activity is likely, the lighting sys- customer use areas, including gasoline pumps and islands, Figure 29-22.Gatehouses should be painted in dark colors tem should enable action at a distance by illuminating air and water stations, and drive-up telephones. The illumi- • Figure 29-21. Secure entrances must be sufficiently illumi- and use well-shielded luminaires and tilted windows to mini- potential hiding places and adjacent areas. Locations where nance uniformity should not exceed a ratio of 3:1,averabe to • nated to enable inspection of visitors or automobiles. mize reflections and disabiliry giare. loitering and grlffiti are likely to occur should be uniformly minimum. Sun�ounding, adjacent, ar internal sidewalks, � ! � � � J Q U Z 2 � U w H O w C� • • • • • i • � � • � • • � �i • • • • • • • • • • • • � • • r • • • • i • • • i • • • � � ' �v°;. � ��`�' �� EXPLOR.4 TION, DA TA EVAL UA TION, AND 2Y F • � ,�'ING CONSUL TA TION SERVICES REPORT • ��;�� • �� : : ro osed Clearwater Fire Station # 4 � p 5 • ��rthwest Corner of Court Street and � • � �� South Madison Avenue � � F. Iearwater, Pinellas Count , Florida • y • �°� � �� : � � � KCI Project No 61110786 � ��' � 10 October 2011 r��. � � � � ��., • j P, �d#- i ��x, �� • F � �3,, �:'. � �4�i r 4:. M'q:`..,,... � �`�" � �� prepared for.• � �� ' Mr. Alan C. Temple, RA Senior Project Manager � � �3' �� .�,�, � HDR Architecture, Inc. � �s�' �� `` 5426 Bay Center Drive, Ste 400 �,. � �$ ' Tampa, Florida 33609 y;�' • � � • � �;�, • � . �i�"r:�'� • � -` � • -� KCI TECHNOLOGIES�:t � K C I ENGINEERS I PtANNERS I S(IENTISiS I(ONSTRU(110N MANAGERS; �� v ��.� • �� ENGINEERS • PLANNERS • SCIENTISi'S • COhSTRIJCTION MANAGERS � � � � 2�LAhG WIRG DRIb'E,SUITE 130 • LAKELAND,FLORIDA 33g I S • g63.644.�3�)� • (FAX)g63.644,$2�3 � II< ft�i�{��If:� � Mr.Alan C.Temple, RA Senior Project Manager 10 October 2011 � HDR Architecture, Inc. 5426 Bay Center Drive,Ste 400 � Tampa, Florida 33609 � � Subject: Geotechnical Exploration, Data Evaluation,and Engineering Consultation Services Report � Proposed Clearwater Fire Station#45 • Southwest Corner of Court Street and South Madison Avenue � Clearwater,Pinellas County,Florida � KCI Project No.61110786 � Dear Mr.Temple: • KCI Technologies, Inc. is pleased to submit three(3) originais plus an electronic PDF version on CD of this � report for the project referenced above. � • Please contact us should you have any questions or require additional information. • Sincerely, � KCI Technologies,Inc. � ------_ c/ �4'� ! �`� �LC.(;G1, �G�t � .- j � Prashanth Vaddu Jay Saxe ,P . � � Project Engineer Regio I P ctice Leader � �'�F`� � •• '� 5��`�� . � ..��,� � Dhirendra .Saxena,P.E., Fellow N �� " �0�4"��'� � � 19 87 .,�=� • Forensic Engineering Corporate Pr ti�e�'Leader : .� ,� � Florida Registration No 19387 � q � � ��° `rr �' • `�°.9�: �aT'�TE OF �� . � ° /� e:.'`ovx.l'D ��i�� i��b'��'y� � ��'B�AIR��,�,aa � � � � � � KCI TECHNOLOGIES,INC. W w w . k c i . c o m • Employee-Owned Since 1988 • • � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 � Geotechnical Exploration,Data Evaluation,and Engineering Consultation Services Report � Proposed Clearwater Fire Station p 45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � TABLE OF CONTENTS � 1.0 INTRODUCTION • 1.1 Terms of Reference • 1.2 Project Description and Background 1.3 Purpose and Scope of Work � � 2.0 FIELD EXPLORATION AND LABORATORY TESTING PROGRAM • 2.1 Field Exploration Program • 2.1.1 Test Borings 2.1.2 Cone Penetration Test (CPT)Sounding � 2.2 Laboratory Testing Program � • 3.0 SITE,GROUND-WATER,AND SOIL CONDITIONS 3.1 Site Features � 3.2 Ground-Water Table � 3.3 Subsurface Soil Conditions • 4.0 OBSERVATIONS, CONCLUSIONS,AND RECOMMENDATIONS � 4.1 General Comments � 4.2 Shallow Foundations with Ground Improvement/Modification � 4.2.1 Rammed Aggregate Piers(RAPs) System • 4.2.2 Vibro-replacement or Stone Columns 4.3 Foundation Design � 4.3.1 Bearing Pressure and Settlement � 4.3.2 Foundation Size � 4.3.3 Bearing Depth � 4.3.4 Bearing Material 4.4 Deep Foundations � 4.4.1 Driven Pile Foundations Systems � 4.5 Floor Slabs • 4.6 Construction Issues • 4.6.1 Site Preparation, Fill Placement, and Inspection 4.6.2 Building Areas Requiring Fill � 4.7 Pavement Areas � 4.7.1 General • 4.7.2 Asphalt (Flexible) Pavements • 4.7.2.1 Standard Duty versus Heavy Duty � � i � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 . Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station ri 45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � 4.7.2.2 Stabilized Subgrade � 4.7.2.3 Base Course � 4.7.2.4 Wearing Surface • 4.7.3 Effects of Ground-Water 4.7.4 Curbing � 4.7.5 Construction Traffic � 4.8 Water Management Area � 5.0 CONSTRUCTION CONSIDERATIONS � � 6.0 LIMITATIONS • 6.1 General • 6.2 Scope of Services 6.3 Changed Conditions � 6.4 Reproduction � • 7.0 REFERENCES � Figure 1 Project Site Location and Vicinity Map � Figure 2 USDA-SCS Soil Survey Map • Figure 2 Project Layout and Test Location Plan • Figure 3 Boring Log Profiles � APPENDIX A CPT Sounding Profile—Pond Sounding � APPENDIX B Important Information About Your Geotechnical Engineering Report by ASFE � � ` � � � � � � � � � ii � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and . Engineering Consultation Services Report Proposed Clearwater Fire Station ri 45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � 1.0 INTRODUCTION � • 1.1 Terms of Reference � KCI Technologies, Inc. was retained by HDR Architecture, Inc. (HDR- Client) to provide certain � design phase geotechnical engineering services for the proposed Clearwater Fire Station No 45 � project, located at the northwest corner of Court Street and South Madison Avenue in • Clearwater, Florida (hereafter referred to as the "project site"). Refer to Figure 1 for a Project • Site Location and Vicinity Map. These services were for foundation design evaluation for the Proposed Clearwater Fire Station # 45 which is addressed in this report. These services were � performed upon written authorization by HDR dated 20 June 2011. � • 1.2 Proiect Description and Back�round � HDR desires to obtain certain design-phase geotechnical information related to the proposed � Fire Station, parking, and appurtenant structures. � • The Client for has provided certain design details consisting of: � ► An initial foundation layout dated 20 September 2011 detailing: � o column locations and a range of loads; and, � o summarizing maximum allowable total settlement on the order of 1.0 in. • with maximum allowable differential settlement of 0.5 in. � ► Finished floor elevation (FFE) for the first floor of 46.5 was provided in the � 100% Design schematic Plan Set No. 0000000. � • ► Based on the existing elevations 44.0 to 45.1 approximately 1.5 ft of fill is • anticipated at the project site to achieve the finished floor elevation. � ► The existing water management area will be backfilled prior to construction of � the proposed fire station driveway. � S KCI relied on this information in our evaluation. • Preliminary discussions with the project structural engineer and KCI's foundation analysis, based on preliminary loading information (column load range of 250 to 300 kips column and � � � 1 � � � � � � � � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploretion,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station ri 45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � one isolated column of 550 kips), concluded that the use of shallow foundations with � conventional mechanical densification cannot accommodate the settlements tolerances (1.0 � inch total and 0.5 inch differential-as indicated by the project Structural Engineer). • 1.3 Purpose and Scope of Work � � The purpose of the geotechnical engineering services completed by KCI for the project site was • to describe, in general terms, soil and ground-water conditions encountered at the site and to • evaluate the subsurface conditions relative to design and construction of foundations for the Clearwater Fire Station # 45. To achieve this purpose, the scope of services included the � following elements: � • ► Advancing 3 test borings to depths ranging from 35 ft to 50 ft below existing • ground surface (egs)within the proposed footprint of the Fire Station. � ► Advancing 4 test borings within the proposed parking areas and 1 test boring • within the proposed generator pad enclosure. � ► Performing one test sounding to a depth of approximately 25 ft below egs � within the proposed water management area. � • ► Performing one falling head permeability test within the proposed pond area at • accessible locations to obtain vertical and horizontal flow rates. � ► Obtaining representative subsoil surface soil samples from the test borings; � • ► Grouting and/or backfilling the boreholes in general accordance with applicable guidelines; � � ► Visually reviewing soil samples and performing laboratory tests on selected � samples to evaluate pertinent strength and engineering characteristics of the • soils to assist in their classification; � ► Evaluating generalized boring/sounding data as well as ground-water � conditions; � � � � 2 � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � ► Compiling the field exploration data, laboratory testing data, and foundation � design data in this report; • ► Assessing various foundation alternatives for the range of imposed loads and � settlements indicated by the Structural Engineer; and, � � ► Providing three (3) original signed and sealed reports by a registered engineer of • the firm plus an electronic version on CD. � Limitations of the work performed for this project, including this report itself, are discussed in � Section 6.0. • 2.0 FIELD EXPLORATION AND LABORATORY TESTING PROGRAM � � 2.1 Field Exploration Pro�ram • The field exploration program was performed on 8 September and 2 October 2011. The SPT • borings were performed utilizing a sub-contractor(Dirt Hawgs Drilling, LLC), in the presence of a � KCI engineering representative. The CPT sounding was performed by KCI under the direction of � a KCI engineering representative. • 2.1.1 Test Borings � � Test borings were advanced by a track-mounted drill rig using a wet-rotary procedure. � Representative soil samples were obtained using the split-barrel sampling procedure. In this • procedure, a 2-in. outer-diameter, split-barrel sampler is driven into the soil by a 140-Ib • hammer with a free-fall of 30-in. The number of blows required to drive the sampler through a 12-in. interval is termed the Standard Penetration Resistance, or "N", value, and is indicated for � each sample on the boring log. The "N" value may be taken as an indication of the relative � density of granular soils in-situ. • Soil samples obtained during the field exploration program were sealed immediately in the field � and brought to KCI's laboratory for further examination and testing, as necessary. Boreholes � were backfilled with grout in accordance with applicable regulatory guidelines. • Figure 3 presents a Test Location Plan. Indicated boring locations on Figure 3 should be � considered approximate and a survey may be performed in order to determine the exact � � � 3 � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � location and elevation of the borings. Boring logs are presented in Figure 4 and laboratory test � results are included at the respective sample depths on the respective boring logs. It should be • noted that the indicated boundaries between soil types are approximate, and that actual • transition between soil types may be gradual. � 2.1.2 Cone Penetration Test (CPT) Sounding • The CPT sounding was performed by KCI under the direction of a KCI engineering � representative. The tests were performed with an electronic static cone penetrometer in � general accordance with applicable procedures. This instrument can measure, using down-hole � electronic load/pressure measuring transducers, various soil parameters such as point • resistance and local friction. � Utilizing a portable computer and graphics terminal at the surface for control, computation and � data storage enables data plots of the just-completed sounding to be generated in the field � immediately after reaching the sounding termination depth. These field plots present a • continuous log of soil parameters and provide measurements of soil shear strength and soils • strata changes. CPT sounding profiles are included in Appendix A. � 2.2 Laboratorv Testin�Pro�ram • Laboratory tests are generally performed to assist in the classification of soils based on their � mechanical and physical behavior. Based on the results of laboratory tests, an indication of � physical properties for a soil can be determined. Laboratory tests completed on soil samples � retrieved for this project include: � ► two (2) moisture content determinations; � � ► two (2) minus#200 sieve tests; • ► one (1)Atterberg limit test; and, � � ► visual classification in general accordance with applicable procedures. � • As noted above, results for each of the laboratory tests are summarized at the respective • sample depths on the boring logs in Figure 4. � � � 4 � � � � � ! i � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploretion,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � Samples obtained from the field exploration program and not subject to laboratory testing have � been stored at KCI's laboratory. These samples will be retained for a period of 60 days from the � date of release of this report and then discarded, unless advised otherwise in writing from the • client. � 3.0 SITE,GROUND-WATER,AND SOIL CONDITIONS � • 3.1 Site Features � The project site is located at the northwest corner of Court Street and South Madison Avenue, � as illustrated in Figure 1. The general site topography is level with elevation difference ranging � on the order of approximately 1.5 to 2.0 ft with the exception of the existing retention pond • which is approximately 4.0 to 5.0 ft deep. Portions of the property are occupied by structures • and paved areas currently occupied by the City of Clearwater. The buildings and paved areas are proposed to be demolished to accommodate the proposed fire station and appurtenances. � � 3.2 Ground-Water Table • The ground-water table at the site was encountered between 5.4 and 7.5 ft below egs � immediately upon completion of drilling. Based on information from the USDA-SCS, the � surficial shallow geology of the project site is predominated by Pomello Soils and Urban land, 0 � to 5 percent slopes (Map Unit "26"), Refer to Figure 2 for a USDA-SCS Soils Map delineating the • project site. � The published Seasonal High Water Level (SHWL) for these soils is approximately 40-in. � Fluctuation in any ground-water level should be expected due to seasonal climatic changes, � construction activity, development activities, rainfall variations, surface-water runoff, and other • site specific factors related to karst terrain and topography. Since ground-water level variations i are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur. SHWL � indicators (such as staining of soils) were not apparent to KCI during the field exploration � program. � � � � • 5 � � � � � � � � � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station ri 45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � 3.3 Subsurface Soil Conditions � . General subsurface soil conditions at test locations and distinct subsurface lithologies present • at the site are tabulated below, from the egs to the termination depth of the borings/sounding (refer to Figure 3 for Project Layout and Test Location Plan). � � General Subsoil Profile • Typical Depth N-Value Range USCS Soil Description � below egs � (ft) � 0 to 20 Very loose to medium dense SP • 20 to 50 Very soft to very hard CH NOTES: � Depths, soil descriptions, and N-values presented above are generalized and may vary across the � project site. • Detailed descriptions of materials encountered in each of the borings are included in the boring � log profiles presented in Figure 4. The soils encountered at test sounding location (within the � proposed pond area) have been presented in Appendix A. � • 4.0 OBSERVATIONS, CONCLUSIONS,AND RECOMMENDATIONS � Based on current conditions as well as data obtained during the field exploration and laboratory � testing program for this project, observations, conclusions, and recommendations are • presented below. � 4.1 General Comments � � As stated in Section 1.2 of this report, column loads were presented to KCI on 20 September • 2011 by the project Structural Engineer. The column loads vary from a minimum of 26.6 kips to • a maximum of 472 kips. Maximum allowable total settlement was indicated on the order of 1.0 . in. with maximum allowable differential settlement of 0.5 in. For support of the range of imposed loads identified, a range of foundation alternates are analyzed in this report. Following � discussions with the project structural engineer, a total of three foundation systems have been � analyzed 1) shallow foundation system with conventional mechanical densification; 2) shallow • foundation system with ground improvement/modification; and, 3) deep foundation system. � 6 � � � � � � � i • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploretion,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � The Client and structural engineer have indicated that a cost analysis of the alternates provided � in this report would be evaluated prior to the selection of the most feasible alternate. It is KCI's � opinion that ground improvement/modification provides a superior and cost effective alternate � for support of the foundations for this specific project. � Because of the presence of very loose to loose sandy soils within the top 10 ft, shallow � foundations, with conventional mechanical densification would result in settlements greater � than 1.0 in. total and 0.5 in. differential. Accordingly, KCI recommends either ground- . improvement with conventional shallow foundations or a deep foundation system as an • alternative for foundation support of the structure. Both of these alternates (ground • improvement and deep foundations) are discussed further in the following paragraphs. These initial foundation alternates and comments have been emailed to the Client and project � Structural Engineer(via email dated 10 October 2011). � • 4.2 Shallow Foundations with Ground Improvement/Modification � Based on the results of the field exploration and laboratory testing and inspection programs, � we consider the subsurface conditions at the site are adequate to favorable for support of the • proposed structure on a conventional spread footing foundation system provided that ground • improvement/modification methods as noted in this report are implemented (RAPs or Vibro- replacement). � . 4.2.1 Rammed Aggregate Piers (RAPs) System � The Rammed Aggregate Piers (RAPs) system uses replacement to reinforce good to poor soils. � The piers are constructed by driving a hollow mandrel to the design depth and compacting � aggregate fed through the hollow mandrel in thin lifts. Reinforcement depths range from about • 10 to 35 ft. Installation and compaction densifies the aggregate and increases lateral stress in • the soil matrix. The system serves to reduce settlement by displacing and densifying/reinforcing the soils in the upper 35 ft below the footing with a stiffer composite soil � matrix. Net allowable soil bearing pressures of approximately 6,000 psf or greater can be � achieved, depending on the systems efficacy and also depending on subsoil conditions. � The installation of RAPs is a specialty foundation service provided by the Geopier Foundation � Company. Geopier will designate the depth and location of RAPs to achieve required bearing � capacities/soil improvement for foundation elements. A load test will be performed to • determine the modulus at a location selected by the geotechnical engineer of record. � � � � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 , Geotechnical Exploration,Data Evaluation,and Engineering Consultation Services Report • Proposed Clearwater Fire Station#t 45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � 4.2.2 Vibro-replacement or Stone Columns � i Vibro-replacement or stone columns utilizes the action of a vibrator, usually accompanied by • water jetting, to form a cylindrical cavity that is filled from the bottom up with gravel or crushed rock under pressure. Compaction is by vibration and displacement during repeated 1 � to 2 ft withdrawals and insertions of the vibrator. Stone columns are typically 30 to 36 in. in � diameter and inserted in a square or triangle pattern with a 1.5 to 3.5D center to center • spacing. The attainable improvement typically yields net allowable bearing pressures of 4,000 • psf or greater, depending on its efficacy and also depending on subsoil conditions. Compaction can be achieved above and below the water table to relatively deeper depths (approximately � 35+ft for this specific project site). • As part of the normal design process for projects where ground improvement is utilized, a � specialty contractor should prepare and submit a project-specific proposed layout plan for � vibroreplacement points as a shop drawing submittal utilizing the foundation layout plan � prepared by the Project Structural Engineer. It is recommended that KCI be retained to review ! the proposed layout plan and assess it for: 1) number of points; 2) spacing; 3) depth of . installation; 4) settlement; and, 5) overall expected performance. The specialty contractor will be required to address specific comments provided by KCI and make any necessary adjustments � to the proposed layout plan. � • It is recommended that KCI be retained to monitor the vibro-replacement installation and assess its efficacy upon completion utilizing a variety of quality assurance/quality control � methods, including: 1) CPT soundings; 2) test borings; and/or, 3) statnamic load testing. � Following an assessment of the vibroreplacement program, KCI will recommend acceptance, • rejection, or modification of the work to the Client. � 4.3 Foundation Desi�n � � Upon satisfactory installation and acceptance of the ground improvement method (either RAPs • or vibro-replacement) discussed above, we consider the subsurface conditions at the project • site favorable for supporting the proposed structures on a properly-designed conventional shallow spread footing foundation system utilizing the guidelines detailed below. � S � � � g � � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 . Clearwater,Pinellas County,Florida KCI Project No 61110786 � 4.3.1 Bearing Pressure and Settlement � i Upon acceptance of the ground improvement program by KCI as discussed above, column . footings may be designed utilizing net allowable bearing pressures as indicated in Section 4.2.1 and Section 4.2.2. Net allowable bearing pressure is defined as the soil bearing pressure at the � foundation bearing level in excess of natural overburden pressure at that level.The foundations � should be designed based on the maximum load which could be imposed by all loading • conditions. � Utilizing these allowable net allowable soil bearing pressures for the different foundation � elements, the estimated maximum total settlements are expected to be within 1.0 in. which is . the maximum allowable total settlement stated by the Project Structural Engineer. The • maximum differential settlement is expected to be within 0.5 in., also within the criterion established by the Project Structural Engineer. It is noted that most of these settlements � should occur during construction due to the predominately cohesionless nature of the shallow � subsoils.These settlements should be incorporated into the structural and foundation design. � Regarding settlement in general, subsurface soil movements at the site will occur as a � consequence of several interrelated stress conditions. The amount of movement which + individual footings will experience is a function of the footing size and the imposed pressure � intensity as well as the in-situ stress conditions within the zone influenced by the footing. • Settlement estimations are based on empirical procedures using "N"—values as a measure of relative in-situ density of soils. i � 4.3.2 Foundation Size • The minimum width of the foundations will be governed by the ground improvement method � selected. However, in no case the width should be the lesser than, 2.0 ft for any isolated � continuous wall footings and 1.5 ft for any column spread footings. Even though the maximum ` allowable soil bearing pressure may not be achieved, this width recommendation should . control the minimum size of the foundations. � The finalized footin� lavout plan should be forwarded to KCI for review, includin� calculation � checks for column settlements, to�ether with assurance of complicitv with recommendations � stated herein. � � • 9 r � � � � ! � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploretion,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 ! 4.3.3 Bearing Depth � • The exterior foundations should bear at a depth of at least 30 in. (76 cm) below the exterior � final grades and the interior foundations should bear at a depth of at least 36 in. below the finish floor elevation to provide confinement to the bearing level soils. For foundation � elements (i.e., footings) designed to bear at different elevations, a minimum 3H:1V slope � should be maintained between the bottoms of adjacent footings. � 4.3.4 Bearing Material � � The foundations may bear in either the densified natural sandy soils or compacted structural � fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent • of the Modified Proctor maximum dry density as determined from ASTM D 1557 or 98 percent of the maximum dry density determined from ASTM D 698, Test Method for Compaction � Characteristics Using Standard Effort to a depth of at least 2-ft below the foundation bearing � levels. • 4.4 Deep Foundations � + Based on the field exploration, laboratory testing and inspection programs, and evaluation of � various deep foundation system(s), the subsurface conditions at the site are favorable for . support of the proposed structure(s) on deep foundation systems in lieu of ground- i improvement/modification of soils. � A pile supported grade beam and structural floor slab foundation system is recommended due � to the anticipated loading conditions and the type of soils encountered at the proposed site. An � option of using either pre-stressed concrete driven piles or open ended steel pipe piles is � proposed in this report of findings. � 4.4.1 Driven Pile Foundations Systems � ` A deep foundation alternate consisting of driven Prestressed Precast Concrete (PSC) piles and � open ended pipe piles was considered and pile lengths and capacities are presented in the . following table. � i � �o • • • • � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � DRIVEN PRESTRESSED PRECAST CONCRETE PILE/OPEN ENDED STEEL PIPE PILE � RECOMMENDATION � SQUARE EMBEDMENT ALLOWABLE ALLOWABLE LATERAL • CONCRETE DEPTH(1) COMPRESSION CAPACITY • PILE/STEEL PIPE CAPACITY (tons) • PILE SIZE (ft) (tons) (inches) � 12 40 25.0 6.0 � 14 40 30.0 7.0 � (1) Depth is the embedded depth below the existing ground surface (egs) at the time of field ! exploration. � ► KCI recommends that a minimum pile spacing, center to center, guideline of 2.5 � times the minimum pile dimension can be used for driven piles (e.g., 35.0-in be � used for a 14.0-in square PSC pile). • ► Lateral load capacity analyses have been performed for single piles only. These � analyses utilize a soil modulus and the beam on elastic foundation theory, and � do not consider scour or loss of support below pile caps. The capacities listed � above are based upon the assumption that fixity against rotation is achieved � and therefore anchoring of each pile to pile cap is necessary. Group effects will • reduce the lateral capacity per pile and must be analyzed when loads are � finalized. Large pile groups can cause a 50 to 75 percent reduction in lateral load capacity. ` � ► All pile installation operations should be initiated only after completion of any w earthwork or fill placement activities at the project site. In no case should any � earthwork or fill activities occur after any of the piles are installed. Should • earthwork operations occur after completion of the pile installation program, adverse impacts such as increased settlements due to negative skin friction may � result. � � ► Following finalization of structural loading conditions, foundation layout, and ` site fill/grading plan, these items should be forwarded to KCI for review and . comment in the context of recommendations presented herein. . 11 � � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � ► Piles should be driven with a hammer having a minimum energy rating that can � achieve the desired bearing capacities at the indicated depths noted above. � Wave equation analysis would be required to establish pile driving criteria. � ► Alternatively, at least 1 pile should be load tested for compression in general � accordance with ASTM D-1143-81 and/or Section 1304.4 of SBC procedure, as � determined by the geotechnical engineer of record. � • ► Monitoring of probe pile driving by a KCI engineer representative is highly � recommended. A total of four (4) probe piles to depths of 40+5 are • recommended. � 4.5 Floor Slabs � Floor slabs may be safely supported as a slab-on-grade system provided the final subgrade � elevation is densified and prepared as discussed below. The floor slabs should be reinforced S appropriately to accommodate the heavy loads anticipated from the fire trucks. � • 4.6 Construction Issues S 4.6.1 Site Preparation, Fill Placement, and Inspection � • ► Subsoil conditions at the project site are similar and consistent with other sites in • this portion of Pinellas County. The building site is generally level throughout the site. Hence, KCI anticipates minimal fill operations at the project site. A finished � floor elevation of 46.5 is anticipated per the grading drawings. � • ► All building pad and parking/paved areas, including 5 ft outside the construction • limits, should be stripped, excavated, and undercut of all obstructions, topsoil, and other organic or deleterious materials. In localized areas where � organics/roots or other deleterious materials extend to greater depths, further + excavation and backfilling may become necessary. Fill should not be placed until ! the excavated surface has been inspected by an engineering representative e (familiar with this report) and approved for compaction and placement of structural backfill operations. r � � 12 � � � � i • • � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � ► All stripped or undercut areas should be proof-rolled with appropriate '� compaction equipment for site and soil conditions. This would typically consist of • a vibratory drum type compactor (such as Dynapac CA-15) for sandy soils. The � moisture content should be adjusted as necessary to aid compaction efforts. � ► Compaction should cease if deemed potentially detrimental to nearby or adjacent � structures and the engineer of record should be contacted immediately. It is • recommended a vibratory roller maintain a minimum separation of 50 ft from • existing structures. Within this zone use of a track-mounted bulldozer or a vibratory roller operating in a static mode is recommended. For protection against � claims from adjoining property owners within 150 ft of the project site due care ! should be taken to provide vibration monitoring services using a seismograph. A ► In any areas observed to be "yielding" or "pumping" during compaction � operations, localized cuts or trenches may be made to evaluate the conditions of � the soils. Should yielding or pumping result from excessive soil moisture, then � two corrective alternates may be considered: � - The soil may be harrowed and air dried to obtain the desired moisture � content for compaction. � • - Excavate and replace the wet materials with soils conforming to the + guidelines listed in Section 4.6.2. � ► As indicated above, Iocalized unstable areas or areas containing organics/roots or � other deleterious materials discovered during stripping and compaction may � require excavation and backfilling. A engineering representative (familiar with • this report) should be present during the proof rolling and compaction • operations. � 4.6.2 Building Areas Requiring Fill � e ► When placing fill materials, lift thicknesses not greater than 12 in. prior to • compaction should be maintained at any one time. Each lift should be placed, � compacted, and tested prior to placement of the next lift. Field density tests should be performed to at least 1.0 ft below the stripped, proof-rolled, and � � 13 � � � � _-- - � � � � � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 i compacted surface of natural soils. Additional field density tests should be � performed for each 1.0 ft lift of fill placed. Any areas not in compliance with the i compaction requirements should be reworked and re-tested prior to placement • of the next lift of fill. It is recommended that a field density test be performed for * every 2,000 ft sq ft of building area. � ► All cohesionless fill material in the proposed building pad area should be � compacted to 98 percent of the maximum dry density determined from ASTM D • 1557, Test Method for Compaction Characteristics Using Modified Effort. � ► Fill materials required to achieve elevated building pad areas should preferably e consist of select fill containing less than 10 percent fines (i.e., less than 10 percent � passing the # 200 sieve). It is noted that select fill towards the upper end of this ` limit (i.e., 7 to 10 percent fines) may require strict moisture control during • compaction. Additionally, select fill would be free of organics and other . deleterious materials. These soil types are less sensitive to moisture problems than other more silty or clayey soils so the use of select fills tends to reduce � earthwork delays caused by seasonal rains. Additionally, select fill would be free � of organics, rock pieces greater than 2-in. in diameter, and other deleterious • materials. � 4.7 Pavement Areas � � 4.7.1 General • A rigid or flexible pavement section could be used on this project. Flexible pavement combines � the strength and durability of several layer components to produce an appropriate and cost- � effective combination of available construction materials. Concrete pavement has the � advantage of the ability to "bridge" over isolated soft areas, and it typically has a longer service � life than asphalt pavement. Disadvantages of rigid pavement include an initial higher cost and more difficult patching of distressed areas than occurs with flexible pavement. A flexible � pavement is considered more efficient. A discussion of flexible pavements is, therefore, e presented below. � � ` � 14 � � � � � � � i � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and . Engineering Consultation Services Report Proposed Clearwater Fire Station#45 . Clearwater,Pinellas County,Florida KCI Project No 61110786 � 4.7.2 Asphalt(Flexible) Pavements � • 4.7.2.1 Standard Duty versus Heavy Duty � Standard Duty pavement areas are defined as having car and pickup truck loading conditions. , Heavy Duty pavement areas are defined as having delivery, storage, and garbage truck loading � conditions along with service drives. • The pavement recommendations detailed below are based upon local experience with similar � pavement conditions to those proposed and upon Florida Department of Transportation � guidelines. Certainly, no detriment will be realized in constructing the pavements to thicker � sections; however, the recommendations provided herein will produce acceptable, durable • pavements at a cost savings. � The following design assumptions are noted: ` . 1. The 12-in. of subgrade soils below the base course are compacted to 98 ! percent of the maximum dry density determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified Effort and with a � design LBR value of 40 (after stabilization). t 2. A 20 year design life. � � 3. Terminal serviceability index(Pt) of 2. � ,� 4. Reliability of 85 percent, and total equivalent 18-kip single axle loads � (E18SAL) of 14,600. � Based on these assumptions, the following design is recommended for a Standard Duty asphalt • pavement: � � e � � � • 15 � � s • � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 ! Geotechnical Exploration,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station tt 45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 ` THICKNESS � PAVEMENT LAYER (in.) MINIMUM REQUIREMENTS • Asphalt Wearing Surface � FDOT Type S-I or S-III 1.5 min. 95% Laboratory Marshall Density • Limerock or Crushed 100% Modified Proctor max dry � Concrete Base Course 6.0 min. density, LBR > 100 s , Making the same assumptions and with total equivalent 18-kip single axle loads (ESAL) of ` 51,100, the following design is recommended for a Heavy Duty asphalt pavement: � • THICKNESS • PAVEMENT LAYER (in.) MINIMUM REQUIREMENTS Asphalt Wearing Surface • FDOT Type S-I or S-III 2•0 min. g5% Laboratory Marshall Density � Limerock or Crushed 100% Modified Proctor max dry • Concrete Base Course 8•0 min. density, LBR> 100 � � For alternate cases when total equivalent 18-kip single axle loads (E18SAL) equal 335,800, the � limerock or crushed concrete base course can be increased to 12-in.from 8-in. � ' 4.7.2.2 Stabilized Subgrade � It is recommended that subgrade materials be compacted in place according to requirements � detailed in previous sections of this report. For the current project a minimum of 12-in. of • subgrade materials should be stabilized to a minimum Limerock Bearing Ratio (LBR) of 40 • percent as specified by the Florida Department of Transportation requirements for Type B Stabilized Subgrade, and also be compacted to 98 percent of the maximum dry density � determined from ASTM D 1557, Test Method for Compaction Characteristics Using Modified . Effort. � The stabilized subgrade can be imported material such as limerock. If a blend is proposed, it is � recommended that a mix design be performed to find the optimum mix proportions. The ` primary function of the stabilized subgrade beneath the base course is to provide a stable and , firm subgrade so that limerock can be properly and uniformly placed. Depending on the soil S. 16 � � � � � � ! � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station#45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � type, the subgrade material may have sufficient stability to provide the needed support without � additional stabilizing material. In most cases, sands with a fine fraction or clay alone may exhibit � sufficient stability and may not require any additional stabilizing material. Conversely, relatively • "clean" sands would not provide sufficient stability in order to adequately construct a limerock • base course. � An engineering representative (familiar with this report) should review the exposed soils to • evaluate their suitability and whether additional stabilization will be required beneath the base • course. � 4.7.2.3 Base Course � • It is recommended that the base course consist of limerock or crushed concrete. The base course should have a minimum LBR of 100 and should be compacted to 100 percent of the � maximum dry density determined from ASTM D 1557, Test Method for Compaction + Characteristics Using Modified Effort. • 4.7.2.4 Wearing Surface � � The wearing surface should consist of FDOT Type S asphaltic concrete having a minimum a Marshall stability of 1,500-Ibs. Specific requirements for Type S asphaltic concrete wearing � surface are outlined in FDOT specifications. � After placement and field compaction, the wearing surface should be cored to evaluate the � material thickness as well as to perform laboratory density. Cores should be obtained at a • frequency of at least one core per 3,000 sq. ft of placed pavement or a minimum of 2 cores per � each day of production. � 4.7.3 Effects of Ground-Water i • A critical influence on the performance of pavements in Florida is the relationship between the • pavement subgrade and the SHWL. Many roadways and parking areas exhibit failure due to the deterioration of the base and base/surface course bond. It is recommended, therefore, that � the pavement subgrade be separated from the SHWL by at least 18-in. � � � • �� • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and � Engineering Consultation Services Report Proposed Clearwater Fire Station#45 . Clearwater,Pinellas County,Florida KCI Project No 61110786 � 4.7.4 Curbing � S Curbing around landscaped areas adjacent to parking lots and driveways should be constructed • with full-depth curb sections. Use of extruded curb sections which lie directly on top of the finished asphalt level, or eliminating curbing entirely, can allow migration of surface water and � irrigation water from landscape areas to the interface between the asphalt and base. This � migration of water, in turn, often causes separation of the wearing surface from the base and • subsequent rippling and pavement deterioration. � 4.7.5 Construction Traffic � # Light duty roadways and incomplete pavement sections will not perform satisfactorily under • construction traffic loadings. It is recommended that construction traffic be re-routed away from these roadways. Alternately, the pavement section should be designed for these loading � conditions from construction traffic. � S 4.8 Water Mana�ement Area � Based on the site plan provided to KCI, and telephone conversation with the project civil � engineer (Hamilton Engineering dated 30 September 2011) the anticipated pond bottom is � approximately at elevation 41 ft. Predominantly very loose to loose sandy soils were ! encountered throughout the project site in all the borings/sounding. The CPT sounding performed within the proposed pond area indicated the presence of predominantly sandy soils � within the top 23.5 ft underlain by clay to sounding termination depth of approximately 25 ft. � • A falling head permeability test consisting of (1-vertical and 1-horizontal tests) was performed � within the proposed pond area at location identified on Figure 3. The depth of the tests along with the test results are tabulated below ` � Permeability Kh Depth of KV Depth of • Test No. (in/hr) TQ ft Kh (in/hr) Te f�K" � ) � ) � FH 6.9 4.0 1.9 4.0 ! � � � • 18 � � � � � � � � � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � 5.0 CONSTRUCTION CONSIDERATIONS � � Due to the complex and unique nature of the site subsurface conditions and resulting work • elements of the project during construction as well as some site specific conditions at the . project site, it is imperative that KCI Technologies, Inc. be retained to provide and perform the engineering and testing services during the construction phases of the project. The services to � be provided by KCI would include: � ., ► Monitoring placement and testing of engineered and compacted fill to the � finished grade elevations; � ► monitoring and acceptance testing for the ground improvement methodology � (if RAPs or Vibro-replacement alternate is chosen); � ► monitoring of load test(s) and pile installation operations (if deep foundation • alternate is chosen); and � ► Construction materials testing during construction of various project phases. ' � A sound geotechnical engineering evaluation does not end with the final design. Design is an • ongoing process throughout construction. Because of KCI's familiarity with the project site, its • condition as related to geotechnical design elements, and the intent of the engineering design, • we are most qualified to address issues during construction as well as to evaluate problems which may arise during construction. � � 6.0 LIMITATIONS • 6.1 General � � This report has been prepared solely for the exclusive use of the client, HDR Architecture, Inc., � and Owner, City of Clearwater, in accordance with generally accepted geotechnical engineering • standards. No other warranty is expressed nor implied. It should be noted that the information � presented in this report address only soils and deposits normally influenced by the proposed • construction. Other conditions may exist which were not detected or were not made known to KCI. � � ` 19 � � � � � � � � . Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 SGeotechnical Exploretion,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � For additional reference describing the scope and limitations of this project, please review the � document enclosed in Appendix B entitled Important Information About Your Geotechnical • Engineering Report prepared by the American Society of Foundation Engineers (ASFE). � 6.2 Scope of Services � � This report has been prepared to aid in the evaluation of subsurface conditions only at the • locations of test borings/sounding illustrated in Figure 4. The scope of services is limited to the • specific project and location described herein, and the description of the project represents � KCI's understanding of significant project aspects related to soil characteristics. In the event S that any changes in the design or location of the structure as outlined in the report are planned, KCI must be informed so that the changes can be reviewed and the observation, comments, � and conclusions of this report modified or approved in writing. Anv conclusions or � recommendations made bv others based on the data contained herein are not the • responsibilitv of KCI, unless we are �iven the opportunitv to review those conclusions and • recommendations. � 6.3 Chan�ed Conditions � � The information submitted in this report is based upon the data obtained from • borings/sounding performed at locations indicated on Figure 3 and from any other information • discussed in this report. The report does not reflect anv variations which occur between these borin�s/soundin�. In the performance of subsurface exploration, specific information is � obtained at specific locations at specific times. However, it is known that site and subsurface � conditions can chan�e with time and under anthropolo�ic influences. Additionallv,variations • in soil, rock, and �round-water conditions exist on most sites between borin�/soundin� • locations. The nature and extent of the variations may not become evident until construction. If variations then appear, it will be necessary to re-evaluate the recommendations of this report � after performing on-site observations during the construction period and noting the � characteristics of any variations. � S It is the responsibility of the client to see that the recommendations in this report are brought • to the attention of all concerned parties. Because of the possibility of unanticipated subsurface conditions occurring, it is recommended that a "changed condition" clause be provided in � contracts with the general contractor and with subcontractors involved in foundations or � earthwork construction. Furthermore, it is recommended that KCI be retained to review the � 20 � � � � � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 � site preparation and foundation phases of construction. Otherwise, no responsibility for � construction compliance with the design concepts, plans, specifications, and recommendations � presented herein can be assumed. • 6.4 Reproduction � � The reproduction of any portion of this report in plans or other engineering documents � supplied to parties other than the client or assigned parties must bear the language indicating • that the information contained in the report is for general information only, and that neither • the client nor KCI are liable to such parties. � 7.0 REFERENCES � � Internet:http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx � � � � � � w • • • • • • • • • • • � 21 � � � � � � � 1�� 1 y � � a��Ysi�� # Y k � � Y a�! i ' ��`Y{� `y`.� • If111` - � � � . �v1_.. '� � � � � � } �Ip. .�'i.[. 'F. � � � � ��i�.. }n �� - se^ ��. � � f � k'S �� .�.. : . '1t '�� ,r. af �� 1 °� -' .�im. ' __ �� i _ -_°,�~"! i t*±... ... _ .. , ... . - _ .(�1 ..- • T �!"� � .�.��. 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Madison Ave. � {��, � EH6INEFR51 PIANNFRS��SCiEN1151S'-C�NS7RUCP-09 MAVpGECS Clearwater, Pinellas County, Florida • S�nts for: Mr. Alan C. Tempie � �0'1ECTN0�61110786 RA Senior Project Manager HDR Architecture, Inc. i • � � � � � � . A � A . . , - .� � _ ° , � , `s'�� e �,�-- �.� • _�..,_,� ( � � � , � �. .�.� � � � • � w . � � � • �_ • � �� • � • � � • • • 1 � ..� �t • ��' � • • , ��... • � .., � �... � ��'�� " �� • � • � �� • ` • �, • ..�t' �� ;, > ; � �� ,� �@ � � �_ �� " � � ... �� t� �: � � —� � _ �, � �•�_ ... _ � _ � � � � — .. � � _ w � � � j � �.-, ��'� � ��+ _�E,t` n� �:��; � � r�� . �D � � �� 4 ?� �'S '�i #{..;y ,�.y, �. � � ' �� ' � . �;. � �, c. _.. ;�,:� . • ,4 . � �' �� y,.• �Y:. s • �� ... ... ` � - s �- � � � �� .. � &d"�4,�!"' i �,a. • � Y �. ., � � } f ,,: �. . • y.¢ • . _ C , � _ t� � .Zy'a 3€ � '^". �.. ` Pv �. .. . ., r.rrzL ,`� '4 ti� '' .. '^ .w i � � � � � � �� " � <�: �:. ;� � � � � a'� �� n � • - ,� � _ �. w. . � t .�-� � '� - � �` ,= � � �- . � � � � � � �� . � �. � `�' �� , � . _ �� tw � � .� . � , ,,�y�, � � �� .. � � � .. «� ` . �r...� � �° : "°�.. � ..��::� . � �:� . � • LEGEND • M�Unl[Symbd � Map UNt Nams • W� 20 �POme�lo soiK and UrDan land.0 to 5 LAT: 27.961075 N pe�cents�oPes • LONG: 82.789839' W 61110786.dwg (09-14-2011) • �USDA—SCS Soil Survey Map ��EUSDA—SCS Soil Survey 2Er�o. iPinellas County, Florida [online] • `"'�14 September 201 1 Geotechnical Exploration, Data Evaluation and Engineering Consultation Services Report • _ °RAWN�JBC Proposed Clearwater Fre Station �45 == KCI TECHNOLOGIES CHECKEDBY�c NW Corner of Court St. and S. Madison Ave. • K(_ i EN6INEER51 PIANNERS i SCiEN11SIS�fON51RJ(1104 MAkbGfRS � Clearwater, Pinellas County, Florida SGLE fOf: • �ts Mr. Alan C. Temple rrraiECrNO.61110786 RA Senior Project Manager • HDR Architecture, Inc. • • � � � � � � � � � • FH-le �CPT-1 � � .. � ¢ � � • � � � o � oi • ~ �SB�� . �. . o �N • \ .--i O • � N • a 0 � � �' SB-3 • °�' � � M � � lL G1 ,1,F';� '. • '� � ;1._�� •� <, , _ .�,�.��,,, • o � SB-6� -�RICK ON CMU ) � � � �NGRETE PAG�`� � � .. r � -� � 3 • °i ►�1 Y • N C/ � f'iTV C�' ,{ a�1RrYt�'n�E(Z • � ' , � , . .. ,. 3 � • � C O • � � • Y ,L Sg_� SB-1 • � �B-5 �� 0 30' 60' w • U OC � • � LEGEND • � .� SB-4 SB-1 tO � � Locationr�ands)Identification. • W + FH"� Permeability Test(s) � � e Location and Identification. • 'c u CPT-1 CPT Sounding(s) • � ..� �.. A Location and Identification. • �� 'iti::`.,�{ tl*'E . Nest�locationsnare�app ox mate. � � 61110786.dwg (os-ia-2oii) ,.�".i N0. REVISIONS DA7E BY NNAE DAIE PHOiEW WLE CUENf SNElT RRE Flqure No. • Y �� ,� ��„ � KCI TECHNOLOGIFS Proposed Clearwater Fire Station #45 Mr. Alan C. Temple Project Layout and 3 � Test Location Plan � KC 1 ENaixEERS�euNxEes�saENiisTS roHSrRUrno�n+nNa�rRS NW Corner of Court St, and S. Madison Ave. RA Senior Project Manager �� gqse Plan rovided b ""°"""° � a p1Eq(ED �5 �i„ Clearwater, Pinellas County, Florida HDR Architecture, Inc. p y' 61110786 • ,�o� �5 ��„ C I i e n t � � � LEGEND • ❑SP SAND i i�i�i� ML SILT � MH ELASlIC SILT • �SM SILTY SAND �CL LEAN CLAY � CH FAT CUY • �SC CLAYE7 SAND � SH SHELL �PT MUCK/PEAT • �LS HMO LIMESTONE -- $MELLy-GRAVEL ��-- CONCRElE • �WLS WEA1FiERED OR � -- SH0.LY-SAND AS ASPHALT SOFT LIMESTONE • �SP-SC -- SHELLY-CLAY � LB LJMEROCK BORING No.: SB-1 BORING No.: SB-2 BORING No.: SB-3 BORING No.: SB-4 80RING No.: SB-5 BORING No.: SB-6 BORING No.: SB-7 BASE • GWf: 7.0 ft (TOD) GWf: 7.0 ft (TOD) GWf: 5.4 ft (TOD) GWf: 7.5 ft (TOD) GN/f: 7.0 ft (TOD) GWT: 7.0 ft (TOD) GWT: 7.5 ft (TOD) � �_� ,�;a,, __ ��/c�arT �-- oEeRis GSE: N/A GSE: N/A GSE: N/A GSE: N/A GSE: N/A GSE: N/A GSE: N/A • DATE: 09/08/11 DATE: 09/08/11 DATE: 09/08/11 DATE: 09/08/11 DATE: 09/08/11 DATE: 09/08/11 DATE: 09/08/11 � -- c�Hn �a ORGANIC SILTS jji OH ORGANIC CLAY � ry N N N N N N '��.SP ��.SP '�'.SP '�'.SP ��.SP '.�.SP qA SILTY-GRAVEL GC GRAVELLY-CLAY GP GRAVEL P r i�i� r ded Sand oorl G aded Sand �'� Poorl y de �� Poorl ��. Limestone �� Poorl Graded Sand �'� Poorl Graded Sand �;� Poorl G a G a d Sand Graded Y Y Y PH �:�i� Y PH �.��:� Y PH �:��. Y � � PH `. PH . PH . PH : �'�white to �'�whit � an -2 w hite to 'white to ��white to e to �'� S d • i � rown ��brown ��brown ��brown �'�wh te to SP brown, b ��moist to ��m i � row ��m ist o o st to �� b n _i Poorl Graded Sand ��:�m i t to ��moist to o t > Y o s PH .':.'..ii'.i.. PH ')):!.:!.`:.... PH ':.'::....... PH ':.':Sii ..'.. PH :'.":....>..'.. .ti _ PH �� '.!gray to PH �� '.wet �� wet '�'� wet, ��'� wet, '�'_ wet, �-�. moist�to SQ�L PROPERTIES � 4 '�':loose �':va I ��:wet • �'. loose oose .��brown �'. I se to ��loose to 00 'Y 4 . I 8 :. 5 . 5 5 .` 4 .` GRANULAR SOILS COHES ONLESS q ;. !to loose ��i ve I � ) i m n oose to :�moist to d nse ��. med u de se f �'. medium e � . 7 — '�'.medium .;;.�..,,w _ dense - � et Q 6 DES RIPTNE - :�'v loose to C TERM FOR SPT N VALUE • e ry T � � � I RELATNE DEN SRY blows er ft � 5 ." 8 . 7 5 � P ) � ' m dense 6 �.� :'medm 7 �.� � � � — — 5 ' - ;� _ - - - 8 � ve loose - • 0 ry 0 4 � 1 - 4 �� 13 ��. loose o� 7 .:.:i:'::':.' 10 i' S 10 g .':.5:::::)J..?.'' 9 ::: 13 .`:.' � -10 medium densa 11 - 30 � Borin Terminated Borin Boring Terminated Boring Terminated g g Terminated • rv at 10 ft De th at 10 ft De th at 10 ft De th at 10 ft De th dense 31 - 50 � P P P P • ,.y very denae over 50 .� � -200= 3.7R FlNE GRNNED SOILS (COHESIVE) • MC= 25.2R 9 .' �.�!(trace 5at) 26 �` �7 �� .?(t�aoe 5�it) y -15 DESCRIPTIVE TERM UNCONFINED SPT N-VALUE o I � FOR CONSISfENCY COMPRESSIVE SfRENGTH (kef) (blowa per ft) . a� I very aoft 0.5 0 - 2 . aoft 0.5 - 1.0 3 - 4 firm 1.0 - 2.0 5 - 8 �� -20 18 . 13 . 16 . atiff 2.0 - 4.0 9 - 75 • � CH CH CH LL Fat Clay w/Sand Fat Clay w/Sand Fat Clay w/Sand very atiff 4.0 - 8.0 16 - 30 li ht ra to li ht reen, hard 8.0-10.0 31-50 light green, g g y 9 9 • 3 ,A'�, moist, light green, wet, � very soft wet, very soft to very hard 10.0+ over 50 �� ,� to na�d very 9ott to very stiff MOISTURE DESCRIPTION �p �- 6 4 very hard 4 • o^o �25 I dry - absence of moisture, � LLa sZ i duaty, dry to the touch � � � P�- » moist - damp, but no viaible water � PI= 45 O f -200=75.oR I wet - visible free water � I MC= 43.8R I usually soil is befow water table • � -30 I z � 2 { GNE GROUND WATER NOT ENCOUNTERED GNM GROUND WATER NOT MFASURED LL L10UID L1MR • I Y PI PLASTICITYMNDD( • � -200 PERCENT PASSING N0. 200 LL 38 12 20 U.S. STANDARD SIEYE (%) -35 MC NATURAL MOISTURE CONTENT (R) . c I Boring Terminated Boring Terminated WR WEIGHT OF ROD �� I at 35 ft Depth at 35 ft Depth I • Q I WOH M PH POST HOLED N STANDARD PENETRATION RESISTANCE IN BLOWS PER ift � � 100+ (2ft SPOON - ASTM D-1586) • m -40 � ORG ORGANIC CONTENT � ��GSE GROUND SUR ACE ELEVATION • iL � CASING USED � SP USCS SOIL CLASSIfICATION • � I 61 N NO RECOVERY ING F�UID CIRCULATION � -45 i • V _ GWi or GROUND WATER TABLE LEVEL (OBSERVED) _ � SHWL or SEASONAL HIGH WATER LEVEL (ESTIMATED) • � I 100+ 7YPE OF RIG: BR 2500 and CPT 6625 • � -50 � Boring Terminated NOTES: � at 50 ft Depth 1. THE BORINGS SHOWN REPRESENT SUBSURFACE • w DRINLING,NNO WARRANN ASRTO THEASUBSUR ACE F � CONDITIONS, STRATA DEPTH OR SOIL CONSISTENCY • � BEfWEEN OR OUTSIDE THE BORING LOCATIONS IS � EXPRESSED OR IMPLIED BY THIS DRAWING. DO NOT • cr3 ASSUME THIS DATA IS A GUARANTEE OF THE DEPTH, � EXTENT, OR CHARACTER OF THE MATERIAL PRESENT. . C7� z RFIGURE 3 PFORETEST LOCATI NS,TEST LOCATION PLAN • 61110786.dwg (os—ia-2oii) '~ N0. REVISIONS DATE BY N'WE D�iE vaai[cr wyE cuwr ��T m� Flqun No. � u DE4f�`° � KCI TECHNOLOGIES Proposed Clearwater Fire Station #45 Mr. Alan C. Temple Boring Log Profiles 4 • Y ��+ .� �i�+ NW Corner of Court St. and S. Madison Ave. RA Senior Project Manager --- a aeam �s �y�� k C � fNGINEERS I PIANNERS I SCIEN115T5 CONSiRU(iION MANAGfRS � PflQ�N0' Clearwater, Pinellas County, Florida HDR Architecture, Inc. 61110786 • �aaao�o as ae/i i • � � � � • Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploretion,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station#45 • Clearwater,Pinellas County,Florida KCI Project No 61110786 • • • • • • APPENDIX A • � CPT Sounding Profile � Pond Sounding • � • � • • • � • • • • • • • • • • • • � • • • • • � � 9�I��m"2] u2[kg/cm^2J Rf[%] N60[] • Classifcation by ~� �� '� 0 20 40 60 80.50-0.25 0 0.25 0.50 2.5 5.0 7.5 10.0 10 20 30 40 50 Robertson1986 • � i i i i i i i i i i i u i i i i i i i i i i i i i L i i i i i i i i i i i i i • i i i i i i i i i i i ' Sand ,��, � i � i i i i i i i � � p i i i i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i . � i ' i i i i i i i i i i •: '. .�. • i i i i i i i i i i " i i i i i i i i i i i i :�:.:::,'..,:: Sandtosiltysand�8) --7- y---r-- --7--7---r-- -t--y---i--- - -r--r-7-- . i i i i i i i i i i i i i 00 � � � � � � � � � � � � � � � � � � � � � � � • � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � • � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � • � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i � • � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � 1 —�--�_ i � � � i � � i � � � ..� --- ----------- i _i___i___-__ __i_ i__-____ - Silty sand to sandy silt(7) i i i i i i i i i i i i i i i i i i i i i i i i i i � � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i � . i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • i i i i i i i i i i i i i i i i i i i i i i i i i .;•;•,�,�, i i i i i i i i i i i i i • :::..:' � __1__J___I___ __1__J__ L__ _1__J___L__ __I__1__ _J__ I I I I I I I I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I �' Sand(9) � � ' ' ' ' ' ' ' ' ' i i i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • i i i i i i i i i i i i i i i i i i i i i i i i i i �.�:;:.:.. i i i i i i i i i i i i • i i i i i i i i i i i i i ��' 2 --+--y---r-- - 7--y---r-- -t---�---i--- -- --r-�-- i i i i i i i i i i i i i i i i i i i i i i i i i i . i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • i i i i i i i i i i i i i : Sand to Silty Sand(8) � � � � � � � i � � i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i • — i i i i i i i i i i i i i i i i i i i i i Silty Clay to Clay(4) � i i � i i i i � i i i i — i i i i i i i i i i i i i • 2 � � � � � � i � � i � � � --;---,---,--- --;---,--,--- --i---,--,-- —i—;--,--,-- � � � � � � i � � i � � � • � � � � � � i � � i � � � � � � � � i � � i � � � � � � � � i i � i i � � • i � � � i i � � i � i i i � � � i i � � i � i i i i � � i i � � i � i i i � i � � � i i � � i � i i � � � � i i � � i � i i i � � � i i � � i � i i i i � � � i i � i i � i i � • i � � � i i � i i � i i i � i i i i i i i i i i � i i i i � i i � � i � � � • i i i i � � � � � i � � i 3 --1--�--'--- --1--�---'--- --1--J---'--- --1--1--'--�— i i � i i � � i � i � i • i i i � i i � � i � i i i i i � i i � i i i i i i � � � i � � i � i � � � • i � � � i � i i � i i � � � i i i � i � � i � i i i • �� Location: Position: Ground level: Test no: �� "2 CPT 1 • �� Project ID: Client: Date: Scale: �� 61110786 HDR Architecture,Inc. 10/3/2011 1 :45 • K C I cone No a7so Project: Page: Fig: Tip area[cm2]:10 Clearwater Fire Station 45 1/1 • ��c°��u�i�r,��; Sleeve area[cm2]:150 Court Street and S.Madison Avenue,Clearwater,Florida File: 61110786 CPT 1.CPT • � • � � � � � Mr.Alan C.Temple,RA Senior Project Manager KCI Technologies,Inc. HDR Architecture,Inc. 10 October 2011 • Geotechnical Exploration,Data Evaluation,and • Engineering Consultation Services Report Proposed Clearwater Fire Station if 45 � Clearwater,Pinellas County,Florida KCI Project No 61110786 � • � • � � APPENDIX 6 � � Important Information About Your Geotechnical Engineering � Report by ASFE • • • � • • i � � s • • • • • • • • • • • • • • s • � � � � � � � II � I � I � II I • r . . . • �_ _. � • � • • � �� - � , , • � � � �• , , , • , „ , � • � � � � . � � � �•� � • � � ,�• � � � � � Geotechnical Seruices Are Pertormed tor • elevation,configuration, location, orientation, or � Specific Purposes, Persons, and Projects weight of the proposed structure, • composition of the design team, or • i Geotechnical engineers structure their services to meet the spe- � project ownership. Icific needs of their clients.A geotechnical engineering study con- • ducted for a civil engineer may not fuifill the needs of a construc- As a general rule, always inform your geotechnical engineer tion contractor or even another civil engineer. Because each geot- of project changes�ven minor ones—and request an ! I echnical engineering study is unique, each geotechnical engi- assessment of their impact. Geotechnical engineers cannot • neermg report is unique, prepared solely for the client. No one accept responsibility or liability for problems that occur � excepi you should rely on your geotechnicai engineering report because their reports do not consider developments of which • , without first conferring with the geotechnicai engineer who pre- ihey were not informed. � pared it. And no one—not even you--should apply the report for � any purpose or project except the one originally contemplated. Subsurface Conditions Can Change , � A geotechnical engineering report is based on conditions that ; . A 6eotechnical Engineering Report Is Based on existetl at the time the study was performed. Do not rely on a A Unique Set ot ProJect-Specific Factors geotechnical engineering report whose adequacy may have � Geotechnical engineers consider a number of unique, project-spe- been affected by: the passage of time; by man-rnade events, • cific factors when establishing the scope of a study.Typical factors such as construction on or adjacent to the site; or by natural include:the client's goals, objectives, and risk management pref- events, such as floods, earthquakes, or groundwater fluctua- • erences;the general nature of the structure involved,its size,and tions. Always contact the geotechnical engineer before apply- configuration;the location of the structure on the site; and other ing the report to determine if it is still reliable.A minor amount ! planned or existing site improvements, such as access roads, of additional testing or analysis could prevent major probiems. • parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically �na��ates other- Most 6eotechnicai Findings Are � wise, do not rely on a geotechnical engineering report that was: � not prepared for you, Professional Opinions � • not prepared for your project, Site exploration identifies subsurface contlitions only at those . • not prepared for the specific site explored, or points where subsurface tests are conducted or samples are I • completed before important project changes were made. taken.Geotechnical engineers review field and laboratory data • ; and then apply their professional judgment to render an opinion I Typical changes that can erode the reliability of an existing about subsurface conditions throughout the site. Actual sutr � ' geotechnical engineering report include those that affect: surface conditions may differ—sometimes significantly—from • • the function of the proposed structure, as when those indicated in your report. Retaining the geotechnical engi- it's changed from a parking garage to an office neer who developed your report to provide construction obser- • building. or from a light industrial plant to a vation is the most effective method of managing the risks asso- • refrigerated warehouse, ciated with unanticipated conditions. � � /r � . � � � . � —.. � � A ReporYs Recommendations Are Not Final report's accuracy is limited; encourage them to conter with the � j Do not overrely on the construction recommendations included geotechnical engineer who prepared the report (a modest fee • I in your report. Those recommendatrons are not final, because may be required) and/or to conduct additional study to obtain geotechnical engineers develop them principaliy from judgment the specific types of information they need or prefer. A prebid • � and opinion. Geotechnicai engineers can finalize their recom- conference can a►so be valuable. Be sure contractors have suffi- i mendations only by observing actual subsurface conditions cient time to perform additional study.Oniy then might you be in � ' revealed during construction. The geotechnical engineer who a position to give contractors the best information available to � I developed your report cannoi assume responsibility or liability for You,while requiring them to at least share some of the financial the report's recommendations if that engineer does not perform responsibiiities stemming from unanticipated conditions. � �, �onst�u�r�o"obser�at�on. Read Responsihility Provisions Closely � A 6eotechnical Engineering Report is Subject Some c�ients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than � To Misinterpretation other engineering disciplines. This lack of understanding has • Other design team members'misinterpretation of geotechnical created unrealistic expectations that have led to disappoint- engineering reports has resuited in costly problems. Lower ments, claims, and disputes.To help reduce such risks, geot- i �'I that risk by having your geotechnical engineer confer with echnical engineers commonly include a variety of explanatory • , appropriate members of the design team after submitting the provisions in their reports. Sometimes labeled "limitations", i report. Also retain your geotechnical engineer to review perti- many of these provisions indicate where geotechnical engi- • � nent elements of the design team's plans and specifications. neers responsibilities begin and end,to help others recognize • ' Contractors can also misinterpret a geotechnical engineering their own responsibilities and risks. Read these provrsions � report. Reduce that risk by having your geotechnical engineer closely. Ask questions. Your geotechnicai engineer should ` participate in prebid and preconstruction conferences, and by respond fully and frankly. ; providing construction observation. � � 6eoenvlronmental Concerns Are Not Covered � � Do Not Redraw the Engineer�S �OgS The equipment, techniques, and personnel used to perform a ! Geotechnical engineers prepare final boring and testing logs geoenvironmental study differ significantly from those used to � based upon their interpretation of field logs and laboratory perform a geotechnicaf study. For that reason, a geotechnical . data. To prevent errors or omissions, the logs included in a engineering report does not usuaily relate any geoenvironmen- geotechnicai engineering report should never be redrawn for tal findings, conclusions, or recommendations; e.g., about the � inclusion in architectural or other design drawings. Only photo- likelihood of encountering underground storage tanks or regu- • graphic or electronic reproduction is acceptable, but recognize lated contaminants. Unanticrpated environmental problems have i that separating logs from the report can efevate risk. led to numerous project failures. If you have not yet obtained M your own geoenvironmental information, ask your geotechnical � Give Contraetors a Compiete consuitant for risk management guidance. Do not rely on an Report and 6uidance environmental report prepared for someone else. � Some owners and design professionals mistakenly believe they • can make contractors liable for unanticipated subsurface condi- RCIy 011 YOUI' 6@OteChI11C81 Ellglll@el' f01' tions by limiting what they provide for bid preparation. To help Additional Assistanee � prevent costly problems,give contractors the complete geotech- Membership in ASFE exposes geotechnical engineers to a wide • nical engineering report, but preface it with a clearly written let- array of risk management techniques that can be of genuine ben- ter of transmittal.in that letter,advise contractors that the report efit for everyone involved with a construction project.Confer with � was not prepared for purposes of bid development and that the your ASFE-member geotechnical engineer for more information. � �.._---- _ _----_-- - � � PROFESSIONAL • ��E IN HE G OSCIENCES • 8811 Colesville Road Suite G106 Silver Spring, MD 20910 � Telephone: 301-565-2733 Facsimile: 301-589-2017 • email: info@asfe.org www.asfe.org � Copyright 1998 by ASFE.Inc.Unless ASFE grants written permission to do so.duplication of this document by any means whatsoever is expressly prohibited. � Re-use of the wording in thic document,in whole or in part,alsc is ezpress{y prohibited,and may be done only with the express permission of ASFE or for purposes of review or scholarly research. • IIGER06483.5M � � � � � �v • �� +� �� ENGINEERS • PLANNERS • SCIENTISTS • CONSTRUCTION MANAGERS �� • K C I 20 LAKE WIRE DRNE,SUITE 130 • LARELAND,FLORIDA 33815 • 863.644.8300 . (Fnx)863.644.8203 � �,��,��,��,�,�f, � via email only • AIan.Temple@hdrinc.com � James.Savage@hdrinc.com • Mr.Alan C.Temple, RA Senior Project Manager 27 October 2011 • HDR Architecture, Inc. 5426 Bay Center Drive,Ste 400 • Tampa, Florida 33609 � Subject: Additional Geotechnical Data Analysis Letter ,� Proposed Clearwater Fire Station#45 Southwest Corner of Court Street and � South Madison Avenue � Clearwater,Pinellas County,Florida � KCI Project No.61110786 . Dear Mr.Temple: • KCI has been requested by HDR Architecture, Inc. (DHR-Cleint) (via email and telephone on 27 October 2011) to • provide additional soil recommendations for retaining wall design and bearing pressure recommendations for the generator screen wall and trash enclosure at the Clearwater Fire Station project. � • Available Information and Assumptions Based on the information provided by the Client,a 4.0 ft retaining wall is currently proposed along a portion of the • south side of the project(as indicated on the attached sheet A-103-drawing provided by the Client). Based on the a finished floor elevations and existing grades it is assumed that the retaining wall bottom will bear at approximately 2.0 to 3.0 ft below existing ground surface(egs). � • It is assumed that conventional mechanical densification as recommended in Section 4.6 of the geotechnical report (KCI project No.61110786,dated 10 October 2011)will be performed at the bearing elevation of the retaining wall . foundations and the backfill behind the retaining wall, generator screen wall, and trash enclosure areas. It is also . assumed, by KCI,that a clean sandy backfill will be used behind the retaining wall. • Based on the above assumptions, as well as,the additional data provided by the Client the following soil are being provided for design purposes: � � Retaining Wall Active Earth Pressure,ka=0.31 • Passive Earth Pressure,kp=3.3 � At-Rest Earth Pressure,ko=0.5 � Coefficient of friction between the concrete footing and the soil=21 degrees Lateral Design Equivalent Fluid Pressure=45 pcf for sandy backfill � Surcharge Coefficients for Retaining Walls ! Surcharge coefficients for earth retaining walls depend on the specific service conditions. Design considerations . depend on whether loads are uniformly distributed or point loads. Furthermore,the locations and distance of any point loads play into the analyses as well. KCI can provide further input after specific design cases are presented. � � � KCI'I�CHNOi,OG[ES,I�vC. w w w . k c i . c o m • Employee-Owned Since 1988 • . ` � � � Mr.Alan G Temple,RA Senior Project Manager KQ Technologies,inc. HDR Architecture,Inc. 27 October 2011 • Additional Geotechnical Data Analysis Letter Proposed Clearwater Fire Station N 45 � Clearwater,Pinellas County,Florida • KCI Project No 61110786 Most cases involve a uniformly distributed surcharge load applied behind the wall, usually resulting from adjacent � concrete slabs. In this specific case, the lateral earth pressure acting against the wall is 509'0 of the vertical load � (i.e.,a 0.50 surcharge coefficient). • Retaining wall,generator screen wall,and trash enclosure areas . Bearing pressures=2,000 psf iWe believe that the information provided in this report will suffice your immediate needs. Please contact us should • you have any questions or require additional information. � .��'SA9ittilJF�rP.� Sincerely, ��oee�.�{P,�� '�,`�C„ti�*�'f � , ,�s �:;��c,�;'V;;;�;�';,� do.� KCI Technologies,Inc. o ,� � � _ 8 '^. :*_i--—j�-�— � '° � r �� 0 � ;L�1.` �-C�� L L�� « ; - 7 � � , : cc • , Prashanth Vaddu Za�'' r� F �s`-`�' � ��tr,� � Project Manager stt-a�,ttiQ�l�•�'i�$ e factwe��Pa�'-,�° . ,�; Q�� y ;�,4 �??rr:.,:,yr,�t � Attachment: Sheet AS-103(provided by Client via email dated 26 October 2011)with KCI Comments � � � � � • � � . � � � � • � � � � � � . ii � � � � , > 3 < = s � ��s,,,s o„��oara,e P,o�n�a=,a��,�e�a _� �d aow os .n� m cBV�� ^° " �� *na�rv c rA n �au � a m� ca e o � tceo�, o � �I .D"Atl�.. �N bll .g ^ d. . - • �a�e�s�as:osi,�� ' : ExnantlatlGFR B�i�eld Bountlary I keqagional6wrmwaterDlsVb� • F ��PR(>FEFiv LiN�� Paaei 3�.3a.ea9 0�.X.n 36 E Par�ei i ry HOH ARCHITECTUfiE,INC. . � __— � iau a�a��ooa ueo� o�zaa Tdelet�putl •SXSM 94]OO�OM1 wwoama.e�iaim�,,aoo w n • mr..��wr:Fioo�mea aa�ro-ro.o�a�e�s�ass o��:ie�i vne,c � 1 I s sanseve��,o��eis��ieaooiram„a.aa3eoeie�3zeseaoo . � � � a,oan�iaeea��ciooez�ax�ommomr,aie,�ioa, xoxc P a�om��ae m,�,ro v�,�mo,cmm. � . I ( zo��s mm��no�- Fu,ucaown DovmbwnDishic�-TM1ISOrolaci�saLevei2 i imitletl�TinsJi�se . � � olfices9ntlovemfgM1taccommotlalons��u.i�la y I.ib�n • W I OETENTION PONG � ' 6� �° • I I E,r+Gir+EENING � ' I Pnma evi��o�io • ��a�vEa�vuvE�� o ' ,,',,,. . e ' ., vRO EcrFOa � i � ° CITY OF • I I � _---- � CLEARWATER � � � PE5�7�N�= i � p I � � t FIRE STATION 45 � _� � � � - � — saN � � ��K�55:9" � ;i 9 � � I ( P REPLACEMENT �� ° � =I � �= s �� \ STATION i s _ �� 61 � g _ . g� �--� �� . vdo"E�'c°LOSUae . i^ q�.o I� ��' Court Street&South lo. �:eaicKOHCmu, �,, . �Q � �'t MadisonAve. • i I � I i i .: Iw I , • ' srAFF PA � - : � - � : Clearwater I FKNG I I � MEGHANICAL � - I DUMPSTEFIENGLOSUFE EOP�ENCLOSUPE • ' I � . I iBFiCKINJCMU) I tl� ! I � IBP.iGKONCMII) V � �/\/"�/'�/`./V ' ' ! I � I � ' I � NCFETEPR�SFOPMECHEa I � � • L ! . 5 ___ ._ ' � I � I .I . 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P G09 WES O RE ERENCF � Po T PC ' R FEP.TOS'TE E ESG E D C lEL RE ' . . � .� � �', SUFVE D AW N�..S FOR ApD TIJNAL MENi IANN lEC i1RE �� / ' I FOFMNTON DRqWNBV if/MM � �� PROPEPT IN�EL�� UNDSCAPE WA�i. S SICN '�� .. . � ... ii. SiDEWALK 4GN ' -.. . .. . —.— -. .. � � • . S(3N �SGYJ .. SDEWPLK SGN �II/'� -- A� ��C 61�EWALK _ ?p,�_ • F�� __ _ � ,� T ProposetlRe�aininqWall � n_UMNUM c�]NCRETEAPPON ��o P� � �0-TNLLGOLE 8'THICKNESS.TW. �(� P � � _ Q t � --- rt _— _ . _ � , _ • CENTER TURN LANE �� , �� ____. CENTER TURN LANE �' _....i_ .__ � __ y ARCHITECTURAL SITE -- - _ __ - — ; — — - PLAN • F A ... . .. ... .. ,�, ~ � • � A� ARCHITECTURAL SITE PLAN � - ,.p o,. �e 0 �0'-0' ZO'A" aC-0" �� E, p-0 AS-103 � s�A� �ry PROJECT ' � a z , . s e NORTH Project Status � _ _ _..__ -----.— ----- ------ -__.___ i • • • • � � STORM DRAINAGE CALCULATIDNS • FOR � • City of Clearwater Fire Station * #45 s • s 1140 Court Street � CLEARWATER, FLORlDA � � i SECTION 15,70WNSHIP 29 SOU7H, RANGE 15 EAST � PINEILAS COUNTY, FLORIDA � � � � P�epared By: � �, ��i i _ � � • �-I�. � � I L� a �t . �'I � ENQINEERINa di SURVEYINO, INC. _ �r�r■ � 31 t N.Newport Ave.TaMps,FL 33606�PAone:813.2503535-Fax:813Z50.3636 � Engineering Business No.8474 � � � � � S Hamilton Project No. Q2576.002Q � , � Date: December 21,2011 . Lucas Carlo,p.E, �'I � li • Date ! � �� TpiBLE QF CONTENTS � � INTRODUCTION..............................................................................................................SECTIUN 1 PROJECT NARR.ATIVE � VICINITY MAP • SCS SOIL SURWEY FEMA FLOOD MAP � MASTER DR.AINAGE PLAN S PRE-DEVELUPED ANALYSIS......................................................................................SECTIQN 2 ! DRAINAGE AREA MAP CURVE NUMBER AND TIME OF CONCENTRATION CALCULATIONS � STAGE/STORAGE RELATIONSHIP AND TREATMENT CALCULATIONS . INPUT DATA SUMMARY OF R�SULTS � POST-DEVELOPED ANALYSIS....................................................................................SECTION 3 � DRAINAGE AREA MAP CURVE NUMBER AND TIME OF CONCENTRATION CALCULATIONS � STAGEISTORAGE RELATIONSHII'AND TREATMENT CA�.CULATIONS • INPUT DATA SUMMARIF OF RESULTS � STORMTABS � � � � � � � � � � � � � , + , � � � � � � � • � • • � • • • • • • i� • • • • • � • • • • � • � • � ! • fi • • • � • � • • • • i • � z on d � � � � o yz � � 0 z • � i � � • • • i • • • • • • � • i • • • • ! • i • • � • � • i • • � • • • • • � � • � � 0 � � � � z a z � � � < � � � � � • CITY OF CLEARWATER FIRE STATION 45 PROJECT NARRATIVE � � The purpose of this document is ta provide technical inforrnation far the proposed Stom�water � Manageznent System far The City af Clearwater Fire Station 45. The proposed project includes � . approximately 1.5 acres of commercial building and parking development located in Section 15, • Township 205, Range 15E. � � The predominant existing land use within the proposed project limits is comrnercial developmenf. The � soil type identified rvithin the prapased project limits is Pomello,which is typically well drained with the � seasonal high groundwater 2 — 3.5 foot below existing ground. According to the FEMA FiRM � Community Panei Number 12103C0108H dated SI1'7/O5,the project lies in Zone X. � � � The enclosed Stomiwater Management Plan for the City of Clearwater Fire Station 45 has been developed • to provide lreatment and attenuation for starmwater runoff in accordance with Chapter 40D-4 F.A.C.and � the City of Clearwater Storrnwater Criteria. The drainage sub-basins have been analyzed using a SCS � Florida Type II Modified rainfall distribution with a shape fac#or of 256. Post develapment discharges for � the 25 year storm event have been attenuated to iess than or equal to the pre-development discharges for � the�5 year storm event. � � The praject is located in WBiD 1 S67C, Stevensen Creek Freshwater Segment, which is impaired for � i Feca1 Coliform an1y, according to FDEP. By virtue of de�reloping the site, there will be a net • improvernent for Fecal Coliforrn. The propased stormwater rnanagement systern provides stormwater � quality treatment thrau�h the dry retention method. In utilizing this method, the trea�anent vr�lume is � determined as 1 f2"aver the entire contributing subarea. One half of the treatment volume is discharged ` through the pond bofitom and recavers within 24 hours of the end of the storm event. Treatment and � attenuation for the propased development will be pravided in conjunction with the existing stormwater � rnanagement system that was previausly designed and permitted far the City Annex Offsite Detention � ,� Area. A portian of the existing pond is heing relocated and enlarged in arder to accommodate the � propased fire statian site. The pre-development candition being used is the post-developrnent conditian � for the previously perrnitted system. As shown by the post-development analysis, the praposed Desi�n � � � � � � � � � . High Water Elevation will not be increased from the previausly permitted pond. The pos�-development • discharge rate is below the previously approved pre-developrnent 25 year / 1 hour discharge rate. � Starmwater runaff is treated and attenuated prior to dischargin�into the receiving storm sewer system. � Treatment valume calculations and supporting documentation is presented in Sectipn 3 of this report. � � � � � � � � � � � � � � � � � � � � � � � ` � � � � � � � , � � � • � • • • • � � • • • • a • • � • • • • • • � • • • a • • • • ` • • • � r • � • • � • C � n � � � -C � Y b � w • • • ` • • • • • � • • • • • • � • • • • • • s • • • • • • • • � • � • • • � • • r � - � _ _ � � � .. ��, _ i� '� � � �-� � - - �— - � �,.�—. , y � , - �, � � ,.� e . . � r 'f �. .� a ; � `t� �?��.: ` �+� Y� _� x+� ,� � .� . � � ' r ��„ �� # � �,r�� _ *� . � - , � . .� � � ��.., f _ - �- � �' - 3 � -., � - . . . , �,., ,, . , , r, .� ._ � .� �_ � , ;,.. , � ;� �� . _ . , , , • � , � � �,-.... . ;, , r . �� .. �y �L;. _ .. . . � r� ' � A n .� ....,t, � �. �..«� ��...-....�t ' � � `�"' ��"' � �,' ., �...� ` ,�„�+x.� '.:.' + .� i `�°e.�. �.:, .., ? � _ � � t � ,�� ' , r _ ��. < • m ,,r..,. p�. ;�, � . �; � � . �._ ��. „ , .. �• . . . �„:y a � � �� ..�.� � .. ; .� . . � . - ` � � , � � � - c� Y ♦ � � �� • " � 4". _ � � i yyrn 1" � . � ,, ' . _ � � � � � � �,�� - _ �,'xr . � ., , ;i +► . 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', +�'i -��_-�..� -- -_ .._.�' ;� � .�,o.-4.. t`. ._ �i . �`` � ` �I •1�' . .. • . � ( �i . �.. , _ .rit ' � �' ..* ' '� ._._. .... ....._�- � � � . � �4 � • ' �.-. � �' .. . . .\ `.i � ., • . . �� '� � '` � mto \ . . . ♦ S s � } � 41rM�r� Mr flxr�w � � �A.OI'�lA DE.YK�IN C��TANTS�AK�. qTY OF CLEAHWATER C�7Y ANNEX asm�.n�r[rtrrnn,wwKmn,�R n 1DO s.urMTLi�r[YU[ � t 4[aFfr+rL�i,r�p�tlF 3�M OFFSITE PETEN710N ARfA PROPOSED OqAIMAGE BASiN3 � i • � • • • • • • • • ! • ! • i • • • • • � • i � • • • • • • • • • � • • • • • • • • a � � rn O � � n � 0 a � d � oa rn � � � �a � 0 � � � � � CITY ANNEX-OFFSTTE DETEIV'TIUN AREA(SI� � BASIN DATA � EXISTING B,A,S CNI ONDIT�ONS TOTAL DRAIMNG TO TOWN POND � 1NCLUDE513.28 ACRES FROM CITY ANNEX.SITE � PLUS A31 ACRES OF 4NSITE AREA{SF) � AREA,(SF) ARE,4(A,c) GN DCIA ` PERVIOUS I48675 3.41 39 S �MPERVIOUS 43118s 90 39 T4TAL 579$64 13.31 39 74.4% + (see Figure 7} � � • PROPOSED BASIN CONDITIUNS PROJECT BASIN � F} AREA(Ac� CN DCIA RETENTION 43665 1.00 39 + PERVIOUS 17278 0.40 39 � IMPERVIOUS 12212 0.2s 39 • TOTAL 73155 1.68 39 76.4% � BASIN FROM CI'TY ANNEX SITE�' � AREA(SF) AREA(Ac) CN DCIA i RETENTION 0 0.00 39 � PERVIOUS 194528 4.47 39 • IMPERVIOUS 4538 10.42 39 . TOTAL 648427 14.$9 39 7Q.0% + TOTAL DRAI1�iING TO TOWN POND � AitEA(SF} A�tEA(Ac) CN DGTA � RETENTION 43665 1.OQ 39 • PERVIOUS 21 i 806 4.86 39 - IMPERVIOUS 466111 10.70 � � I'�TAL 721582 8.57 39 74.6% � � *ENTIRE C�TY ANI�TEX SI'I'E ASSUMED TO DRAIN TO SITE RRTH 70°/a DCIA. � IN NO�NSTANCE W1LL IMPER't�OUS AREA(5�DRAIIV�NG TU 3ITE INCREASE A.BOVE * (.'�*{64842'1}=�453899 SF. � YERVTOUS AREA(Sk�I� G04D GRASS SOIL,TYPE A: CN�39 � � ALL PROPOSEA IMPERVIOUS ACCOUNTED FOR AS "DCIA" � � � 19 FIGURE 9 r � � � � � � � � � + � � � � , � � � N • � � STAGE/ST(JR.AGE RELATIONSHIP • AND � � TREATMENT CAI.CULATIONS � � � � � � � ` � � � w � � � � � r � � � � FLORIDA DESIGN CONSULTANTS, IN�. � � i � � DRY DETENTION TREATMENT CALGULATIONS • PROJECT CITY ANNEX-OFFSITE DETENTTON AREA DATE Marc� 16, 1998 � DRAINAGE AREA= 16.57 ACRES + T�t,EATN�NT VOLLTA� 0.69 AC-FT BASED ON I/2"RUNOFF � T/B ELEV BOTTQM EL. STDESLOPES � 4G.5 42 3 � CUM. STORAGE � ELEV SQ.�T. AC. CU.FT. AC.-FT. • 46.50 �3665 1.00 159924 3.67 � 45.77 44968 0.94 REQiFlRED STORAGE � 129p33 2.96 128,764 CU. FT. ! 45.54 39981 092 AT 45.77 118105 2.71 (CITY OF CLEARWATER) � 45.00 38165 0,88 . � 98568 2.25 pESTGN ORiFICE • 44.50 36368 0.83 QaCA{2GH)^.5 • 79935 1.84 H�45.77-43.02=2.'75 44.00 34589 0.79 C�.S � 62196 1.43 Q=9.72 � 43.50 32828 0.75 A=174 TN^2=> 14.9 INC.I�DIAM�TER • 45342 1.04 • 43.02 3�l 54 0.?2 299$6 0.59 � 43.00 31084 Q.71 � 29364 0.5'T • 42,50 29359 0.67 14253 0.33 � 42.00 27652 0.63 � • CALCULATION OF EFFECTNE LENGTH AND WIDTB � EFFECTIVE LENGTH AND WIDTH FROM EQUATIONS ON PAGE 44 OF PONDS USER T��1ANiJqL � (see Figure 6} � � EFFECTIVE PERIlVIEI"BR 1120 FT {see Fi$c�re 5} i VOLUME 159924 CU FT FROM ABOVE � � EFFECTIVE LEI*(GTH= 487.03 FT • EFFECTTVE WIDTH= ']2.97 FT � � 2I FICrURE 11 � � � • • • • • S • • • � • • • • � • • � • • i � � • � � • • • • • • • • • • • • ! � • • r � � � � d p � � � � I � 'i . ***�*******************,�**�****�**��******************�**,�******** * BROOKSVILLE PERMITTING DEPARTMENT * ', • +� SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT * , � * Sam J. Sebaali, P.E. David Z. Sua, P.E. * * ,t ' • * Date: 02-25-1998 Time: 14:38 :40 * . * * ' � *********�***,�*�*****�**�**�r***********#********�****�**�r*��***,r��r � � � pONDS - Veraion 2.25 � CopyrighC. 19 9 5 • Writtan By Devo seereeram, Ph.D. , And Robext D. Caepex � Licensed Solely For Use By: � FLORIDA DESIGN CONSULTANTS, INC. � � � Hydrograph Generation • __-__----------------- . I . Job Snf ortaat ion � Job Name: 25YRj24HR PROPOSED SCSIIMOD STORM (CITY ANNEX-OFFSITE AREA} Engineer: ASHLEY HTLL � Date . 2-23-98 � a II . Inpu� Data � Contributing Basin Area (Ac. ) . . . . . . . . . . . . . . . 26 .56 � Time of Concentration {Min. } . . . . . . . . . . . . . . . . aa . 00y DirecCly Cannected Impezvious Area (�) . . . , . . 70.60 � Curve Number {CN} . . . . . . . . . . . . . . . . . . . . . . . . . . 39.00 i Rainfall Dep�h (In. ) . . . . . . . . . . . . . . . . . . . . . . . . �.QO Rainfall Duration {Hr.) . . . . . . . . . . . . . . . . . . . . . 24.00 � Rainfall Distributio�: SCS Type II Flo�cida-modified . Unit Hydragraph Shape Factor . . . . . . . . . . . . . . . . 256, 00 � � TII. Results • Calculated Peak Dischaarge (cfs) . . . . . . . . . . . . . 46.04 � Time To Peak Dxacharge (Haux) . . . . . . . . . . . . . . . 12.a9 s Calculatad To�al Runoff Volume (In�hes) . . . . . 6.66 � � + � �,Q � � ' � � � ' PQNDS - Versian 2.26 . Copyright 1995 �I � Written By Deva Seereeram, Ph.D, + P.E. And Rober� D. Caeper ', � ! • L,iceneed Solely For Use By: FLORTDA DESIGN CONSULTANTS, INC. � � Retention Pond Recovaxy Analysi� - Intlow Hydrograph • ________..___..---------------.,----------------------- � � Z. Job Information . Job Name: 25YR/24HR PROPOSED SWF'W[� STORM (CITY ANNEX-OFk'SITE ARF�A) Engineer: ASHLEY HILL � Date. 2-23-98 � • II. Input Data � � Equivalent Pond Length, fL] (ft) : 487.Ob Equivalent Pond Width, IW] {�t) : '73.00 � � Base �f Aqui�er Elevat�.on, [B] (ft above datum) : 28.00 . Water TabZe Elevation, [WT] {ft above datum) : 38.00� xorizontal Saturated Hydrauli.c Conductivity, [Kh] {ftlday) 74.00 � Fillable Parasity of Aquifer, [n] (�? : 30.00 � ! Is thexe a ditch parallel to the pond length axis?: No � Is �.here a ditch paral�.el to the pond width aucis? : No � � Include unsaturated vertical infiltration7 : �es Uneatuzated vertical a.n£iltxation. rate, {ftjday} : 53 .00 � Maximum area for unsaturatad infiltra�.ion, (eq ft) : 27531 � � Groundwa�er mound intersects pand baCtom?: Yas � � � � � ` � � � � Z$ � � i � � � FQNDS - Version 2.26 � Copyrighti 1995 � Written By Devo Seereeram, Ph.D. , P.E. � And Rabert D. Casper � Licensed So].ely For Uae By; � BLQRIDA DESIGN CONSULTANTS, INC. � • �TI. Input_Datar__Discharge_Structures • weir (or Ori�ice) #1 is Active ` Diecharge El.evatian, CD] {ft above datum} : 43 . 02 . Discharge Cae�ficient, [C] ; 4.9Q �� Dimenaian, CWL] (ft ar fic''2y : 0 .55 =1�' 01�'/f�C� ` Exponent, [Wn.] : 0.5 d '� � Weiz {or Orifice) #� a.s Inactive I � Weir (ax Oxifice) #3 is Tnactive 'I � �� II • IV. Input Data - 5tage vs Are� DaCa II • ------------------------------- � � e Stage Ar a � (ft datum) (ft"2) � 42. 000 27531.0� • 46 .500 43665.d � � � � � � � � � � � � � � , � � 26 r � � � � � . �*****�****�****,v�r**********,r*�***�t***�***�*�t**�k******,t**�rw***�r**� * BRQOKSVILLE PERMITTING DEPARTMENT * . * SOUTHGtEST FLOR�DA WATER MANAGEMENT DISTRICT * � * Sam J. Sebaal.i, P.E. David Z. Sua, P.E. * � * • * Date: 03-Z�-1998 Time: 11:32:30 * * * • ******�t�r***************,t**��******t*�r,r**t**********,t***,r**�,r��**t* � � � • PONDS - Ve�sion 2.25 Copyright 1995 • Written By Devo 8eereeram, Ph.D. � And Robert D. Caeper � Licensed Solely For Use By: • FLURIDA DESIGN CONSULTANTS, ZNC. � � * Hydrograph Genera�i.on , ___---------___------ • I . Job In�ormati.on . � Job Name: 25YR/1HR PROPOSED FDOT STORM (CITY ANNEX-OFFSITE RET. AREP,,) � Engineer: ASHLEY HILL Date . �-25-98 � � II. Input Data � Cantra,buting Basin Asea {Ac. ) . . . . . . . . . . . . . . . 16. 56 � Titne ot Cance�tra�i.on (Min. ) . . . . . . . . . . . . . . . . 2Q.Qa Dixectly Connected Tmpervious Area {�? . . . . . . 70.60 � L'u�:ve Number (CN) . . . . . . . . . . . . . . . . . . . . . . . . . . . 39.00 ; . Rain�al]. Dep�h (In, ) . . . . . . . . . . . . . . . . . . . . . . . 3 .62 , Rainfall Duration (Hr. 7 . . . . . . . . . . . . . . . . . . . . 1.OQ � Rainfall D3.stribution: �'DOT 1-Hour I ` Unit Hydrograpb Shape Factor . . . . . . . . . . . . . . . . 256 .00 II � � � III . ResulGs � Calculated Peak Discha�ge {efs} . . . . . . . . . . . . . 47.],6 I � Time To Peak Discharge {Hou�? . . . . . . . . . . . . . . . 0.76 , Calculated Tota7. Runaff Volume iTnches} . . . . . 2.40 � � � -t� � ,�ageS P�� p��e , • �s • � `S S'"g • �. R; �,� � • � � � PONDS - Version 2.26 • Copyrigh� 1995 ` Written By Devo Seereeram, Ph.D. , P .E. • And Robert D. Casper • Licensed Solely Far Uae By: FLORYDA DESIGN CONSULTANTS, INC. � � Retentian Pand Recovery Ar�aly,sis - Inflow Flydrograph � -------------------------------------------___�___-- � • I. Job Info�tnatian • Job Name: 2SYR/1.HR PROPOSED FDOT ST012M {CITY' ANNEX-OFFSTTE DET. AREA? Engineer: ASHLEY HILL � Da�e: 2-23-98 � � • II . Tnput Data . Eguivalent Pond Leng�h, [L] {ft) : 487 .0Q Equi�ralent Pond V�tidth, [W� (f�.) : 73 .04 � � Baee Of Aquifer Elevation, CB] (�t above datum) : 28,00 , Water Table Elevation, [WT] (fti above datum) : 38 .00 Harizontal Saturated Hydraulic Conductivity, [Kh] {��,/day) 74.00 � Fillable Porosity of Aquifer, [n] (°s) : 30 .00 � � Is there a ditch parallel. to the pond �.ength axis? : No �, � Is �.here a ditch para11e1 to the pond width axis?: Na � � I � Include unsaturated vertical infil.tration?: Yes Unaaturated vertical in£iltratian rate, {tC/day) : 53 .00 � Ma.ximum axea Eox unsaturated infi].tratian, (sq tt) : 27531 � � � Groundwater mound intersecCa pond bottom? : Yee � � � � � � � � � � - 24• � i • • � � � • PONDS - Versian 2.26 Copyrigh� 2995 � Written By Devo Seereeram, Ph.D. , P.E. !' And Robert D. Caaper � Licensed Solely Fvr Uee Sy: � FLORIDA DESTGN CONSULTANTS, INC. � • III . Input Data - Dieaharge Structures -------__..----------------------- � � Weir (or Orifice? #1 ie Acta.ve Diecharge El.evation, [D] {ft above datum) : 43 .02 � Discharge Coefficient, [C] : 4 .90 Dimen�ion, [�J (ft or f�"2) : 0 .55 � E�cponent, [Wn] : 0.50 • Weir (or Orifice) #2 ie Inacti.ve � � Weir (or Orifice) #3 is Tnactive . � � • IV. input_Data___Stage_vs�Area_Data • Stage Area � tft datum) {ft�2} � �42.000 _ __-27531.0__ � 46.500 43665 .0 � � � � � � � � � � � i � I � � � � • _�30 _� • • • • • • • • • • s ` • • • � • • • • • • • • • • • • • • • • • • • • • s • • • • • • • • � � � � a � � 0 � � � � C t� � � � � � • PONDS - Version 2.26 Copyright 1995 • Written By Devo Seeraeram, Ph.D. , P.E. � And Robert D. Casper � I,icensed Sa�.e].y For Use By: � FLORIDA DESTGN CflNSUt,TANTS, INC. � • vZII. Summary - Cumulative Volumes, Peaks Rates, and Peak Stage � • Inf�.ow • Peak Inflow Rate, (cfs} ; 46.04 � Time, (hrsl : 12.Q9 � Cumu].ative Inflow Valume, (ft"3} ; 401873 � � 8tage , • ----- �� ', � Peak Stage, {tt datum} : 46.4 �,' • Time, {hrs) : 13 .73 � Overf].aw Discharge � ------------------ � Peak Discharge Rate, (efs1 : 4.94 • Time, (hre) : 13 .69 � Cumula�,ive weir discharge vol.ume, (ft�3) : 189410 � � Infiltration Rate � ----------------- • Peak Infiltratian Rate, {cfs) : 5.3623 - Time, (hrs) : 12 .53 • Cumulative Infiltration Valume, {ftA3) : 21.2463 � r i � � � � � � � � �,7 � � � � � * PONDS - Version 2.26 Copyright 1.995 � � • Written By Devo Seereeram, Ph.D. , P.E. And Robert D. Caeper • Licensed So].ely For Qse By: � FLORIDA DESIGN CONSULT,ANTS, INC. � � TIZ . Resu�.ta - Summary � • Elapsed Inflow Stage Overflow Time Rate Elevation Infiltration Discharge Flow � thrs} (cfs? (ft datum) Rate (c�s} Rate (c�'s? Type � .^�----a.00 -'---a .00000 ---�-�a.00 �---o.000000 r ~ a�000000 N.A. � 0 .44 0 .00000 �e .00 a.0022a2 o .oaoaao U 4.09 0.01000 38.00 0 .038333 O .aa0000 U � 0 .1.3 4.1200fl 38 .00 0.165000 O .00Q000 U • 0 .18 (}.46000 38.01 0 .609444 Q .000000 U 0.22 1.27Q00 36.02 1.393889 0 . 000(}40 U � 0.27 2 .84000 38 .47 3.isoaai O.aoaoao U 0.31 5.32004 38 .14 5 .455556 0 .000000 U � tt.36 9.03000 38.29 9.525000 O .OQ0000 U • 0.40 13 .78004 3$ .49 14.010003 0 .000000 U n,44 19.450Q0 38.78 ].6.736435 O . 00OQ04 U � 0.49 25 .75000 42.04 16 .888229 0 .000000 U/P � 0.53 31.8100� 42,10 16.888229 0 .04Q004 U/P Q.58 37.270Q4 42.21 16. 889229 O . aoa�oa U/P • 0.62 41.71004 42.33 16. 888229 O.00Q000 U/P 0 .67 44 .82000 42.49 16.888229 4.0040U0 U/P � 0.71 46.680QQ 42. 63 16. 888229 0. 000000 UjP • 0.76 47 .I.6000 42 .81 L6.888229 O,DOQ000 U/P 0,80 46 .62000 42. 95 1.6.888229 Q.QOOOQO UjP • 0. 84 45. 15000 43.08 24. 633265 d.501977 U/P � 0.89 42.94Q00 43 .13 23 .219056 0 .929896 U/S � 0. 93 40 .35�00 43 .25 12.852031 1.293948 S • 0. 9$ 36.79004 43 .40 10.240725 1.6591a2 S 1.Q2 33 .420d0 43 .50 9 .189720 1.$62643 S � 1.07 3d.240Q0 43 .62 8 .3Q7546 2 .063951� S • Z.11 27.31000 43.70 7.800359 2.188.762 S 1.16 24.68000 43 .79 7.287107 2.318032 S • 1.20 22 .3300Q 43 .84 6 .958074 2.396667 S 1.24 24 .30000 43 .89 6 .��aoa 2,46963.� S � 1 .2� 18 .55000 43.95 6.316190 2 .542716 S • 1.33 17.00Od� 43 .99 6 .086474 2.59Q767 $ 1.38 �5 .66000 44.03 5 .826072 2 .642275 S • 1.42 14.47000 44.05 5. 638544 2 .676361 S � � � • � � � 31 - . � r i � � • ppNDS - Version 2 .26 � Copyright 1995 � Written By Devo Seereeram, Ph.D. , P.E. � And Rober�. D. Casper � Licenaed Sol.ely For Use By: • FLC?RIDA DESIGN CONSULTANTS, INC. � • VSI . Results - Suanmary � Elapsed Inflow Stage Overflow � Time Rate Elevation Infil�raCion Dischaxge Flow • --- (hrs) ___ ____ (c€s) --- (ft_datum? _Rate_ (cfs) r _Rate_ (C�s) ^ Type � 1,�47 13 .43000 94.08 5.422629 2.712961 S 1.51 12 .480Q0 44,10 5.264271 2 ,'737d37 3 � 1.56 11.67.000 44.12 5.078531 2,762533 S . 1.60 10.8QQOQ 44.14 4.94654Q 2.777898 S 1.64 10 .03000 44.Z5 4.807463 2.?91417 S � 1.69 9.300QQ 44.15 4.650881 2 .8Q3864 S 1.73 8.5$000 44 .17 4 .53i977 2.810314 S � 1.78 7 .86000 4�.17 4 .389240 2 .815003 S • 1.$2 ?.17000 44.17 4.278083 2.8155QS S 1.87 6.50000 44.17 4 .144826 2 .813008 S � 1..91 5. 65000 44.17 4.041393 2 .8d8QQ2 S • 1.96 5 , 23004 44.Z6 3 .915229 2.798886 5 2.00 4.65000 44.J.6 3 .821569 2.789456 S • 2 .04 4.10000 44.15 3 .720729 2.776532 S 2 .09 3 .590d0 44.13 3 .604913 2.758775 S � 2.13 3 .11000 44.12 3 ,515584 2 . 742328 S • 2 .18 2. 66000 44.�1 3 .�07163 2 . 719648 S 2.22 2 .24000 44.09 3 .323Q93 2.699516 S • 2 .27 1.860Q0 44.07 3 .221202 2. 67249d 8 2.31 1. 50000 44.05 3 .1426&'1 2.649138 S � 2,36 1.19000 44 .03 3 .047873 2_ 618397 S • 2 .40 0 . 92U00 44,01 2 .97'7B95 2.593875 S 2 .44 0.6900� 43 .99 2 .903623 2 .565408 S � 2 .49 0.51000 43 . 97 2.82Q2B4 2.530727 S 2.53 0.3600Q 43.95 2 .755989 2.SQ2217 S � 2 .58 0 .240C10 43.92 2.681064 2.465982 S • 2,62 0.16000 43.90 2. 623255 2.436553 S 2 .67 4.{}9d00 43 _87 2.554926 2.399438 S ` 2.71 0.05000 43 .85 2.503900 2.369527 S � 2 .76 0.42000 43.83 2 .442412 2.332011 S 2.8d 0.01000 43 .83. 2.398557 2 .303595 S • 2.84 0.0100Q 43 .79 2.35246'1 2.271866 S • 2.89 Q.00080 43 .77 2.299413 2.234281 S � � � I � � • 32 � � � � � � � ppNDS - Version 2.26 � copyright 1995 � Writ�en Hy Devo Seereeram, Ph.D. , P.E. � And Robert D. Casper � Licensed Solely For IIse By: • FL�RIDA DESIGN CQNSULTANTS, INC. � • VII. Results - Summary • Elapsed Inflaw Stage Owerflaw � Time Rate Eleva.tion Infiltration Discharge Flow • --- (hrs) r_- ---_ {cfe) --- (f�lda�um} rRate_ {c�s) - -Ra�e_ {c�s) � T�rpe • 2.93 Q. QQ000 43.75 2.2593.74 2.2042Q3 S 2 .98 Q . 00000 43 .72 2.211195 2 .166600 S � 3 .D2 0.00000 43 .70 2 .190266 2.146059 S 1.5.02 O.00Q00 42.51 0 . 603247 O.OQ0000 S • ��Y—� 27. 0.00000 41,44 ----- ----- N.A. � . —�---�----....�. � � � � � � � . � . � � � � � � � � � � � � � � • 33� � � ` � � � � • PONDS - Version 2.26 Copyra,ght 1995 � Written By Devo Seereeram, Ph.D. , P.E. � And Robert D. Casper • Licensed Sol.ely For Use By: � FLORTDA DESIGN CONSULTAI�TS, INC. � i VIZI. Sutnmazy - Cumulative Volume�, Aeaks RB.t�B� and Peak Stage � • In�'low � ------ Peak Inflow Ra'�e, (cfs) : 47.16 � T1R1�i (�9) : 0.?6 � Cumulative Inflaw VoZume, (ft"3} : 143998 � � Staga ' • -----,. � Peak Stage, (ft datum? : �4•�,7 • Time, (hrs) : 1.82 • Overflow Di.scharge � ------_--___------- � Peak Discharge Rate, {cfs) : 2 . 2 � Time, (hrs) : 1. B2 � Cumulative weir discharge volume, (ft"3} : 19294 � � Infiltration Rate • ------------------ . • Peak Znfiltration Rate, (cfs} : 24 .6333 " • Time, (hrs} : 0.84 • Cumulative Infzl.tra�ian Valume� (tt"3) : 129704 � � � � � � � � � � 34 � � � � • • • • • • • • • • • • � • • • • • � • • • i • • • • • � • • • • � • • • • • • • • b 0 � y G � � � � O � C Z Y � � � C �C � � � s � • • • • • • • � • • • � • � • • • • • • • • • • � • • • • • • • • • • • • • • � • d � � � � � � � � � a � v � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ., .• _,_ __ s -�— _—+__�„�— ___ . , _��, �, : . �. .� � 1� , :. � �� : , :�� + yi ,,� � . � ; ,.. ,u„ � � .� �• r' I. .. ,.. o.�n� s i, �` •��, • � i' 'r9 , a� d w ��, f� +}� + v tN l' J �T � J' r'. �s � i .. — �� p' +� �' 'i !POST BA�SIP! AR ' T � i •� A �? l �� "!� �'_ t� � � a , ''�lI��V • �e �, a i � �°� � ra • �� . ' e 'gi ., ,pa �r ij �i � e. i, �ia� � �.. :a �.—1 ��/� � • � �' srrn.+Ww+ar r " � ` • .,°. rev- a ro .� . ^ �x�(irf as ucn A +m r�� • • f o 'F ia/ E IhER�IE' . =a�m • cw�xu S+..ix.M - 9 •i' /'��. S i♦ w1� •T� _ _ 3 /^ 1r M/[Af�!'c�]+- �f .i ./ [ ryyEqt(]�OAfYY � . • � •• ,� ilOY 0�9.Y1[A . i j q �P e� a� C �0�4tltl[A� � , .• � '� � � .� . �i ��' • s •J y� � � . .+ ..a • '. ..�'•.. �S � � � �'� •! �. ♦ . _� ` . ,.�' `��\� ��` .J �• I Z� , � i �,S1l+r+M .r' �s� •� .a . .. .� e av ..iy r .. •a' � " �aa.s �n �a s a� .la` � �t' . :` �.� �'t <i� � ' .,r I R �� u.awa::euv:.t o •�' � i , i' .a �, J. ��` ' a � � � • I .� ' + G♦ J o'' s,i .✓ �� c.t � b� , � �. .J y�:f ', a'�} . .t �J t �Y •` {�0; '� J4 }_ t I� 5+ d J� J� �V r A .. . .a . . . .. 'ya + __.... . w « :+ `! u .J+.O� .v+ ri� P i .te j ✓�� • Jr.•`T�✓ J'.•> J� '� d • "�'� • i°j �� "�� j{ '�� 4 p � i � Ysn� r � �� .. rtVf7dY4d ._�.� � +, • + i• 'J' , . ,!'^'n — �- � .�' o IC �, 'r , . � .r t � � ..` .,. ! if Rr�� . . " •S q .a .r j0 ;• . T 4 S�3 � � I r ,r � {!, ,J ., '� � �� ' 4�� S � �J '� •J'f'�-•J• :» +± � •J1 + ' �a d a� r` r ,.,',,s f^ � ,o` -- ✓ � t a � ..� ��R � � f P� � ir. 1 J� J � ♦�J� J[3A'I[�yy�w _ i •e . � y. __ : y� : s ♦ :. � ^a� 'T--' � .....f�J r' (} + '� ° I • . . a? • , . ' �++" ,y�J+ T`J • ,. ; r _ . : i :� . � ., �. , , _,a-----1 __._ . ; . . _ ..__.—� .. •..... : - ,• �, r s .r6N7ER n,;RH U+IE . �� ' .CENTER TE!K:v ih;f • • � .__... s __' + s .r �e r i. J ,� � �, �_ a � M �� • Is . . �.s yv �� • . � —fR... �� —. �, ..� • • ' ,,I •` i : •� � v J : .� :� .+ ��.�� : � �l • � ♦ . • . 2 - � .� s .—...... ` ♦ .I • � p � S • � � � � � � � � � � � � � � � i • � • � CURVE NUMBER � AND � TIME OF C4NCENTRATION � CALCULATI�NS � � � � i • • • • i • • • ! • � • • • • � � � � . SCS RUNOFF CURVE NUMBER � � � � PROJEC7 71TLE: City ot C1earv+rater Fire Station#45 � PROJECT LOCATION: Ciry of Clearwaler QRAINAGE AREA: 17.86 AC Past � BASIN NAMEINO.: Existing Pond Developed � • Land SCS Soil Type Hydrolaglc SCS Curve Area Covered Weighted • Use Type from Soil Surve Grou Number Value b CN Value CN Value • Pervious D 39 5.0 'f95.8 + Impervio�s D 98 11.i i 147.fi 0.718925 • Retention 100 1.1 113.0 � � � Sum= 1456.4 � • At= 17.g � Composite CN Value= 81.5 � � DCIA= 71.89% � Time of Concentration: =24 min (same as pre-development) � =0.25 hr i � • • • � � • • � � � � i • • � � � � � � � � � � � ` � � � � � � � � STAGE/STORAGE RELATIONSHIP � • AND � TREATMENT CALCULATIONS � � � � � � � � � � � � � � � � i i • r • • � � • i • • � • r • r � � • • • • • • • • • � • � • ! • r • • • • • ! • ! • • • • CITY OF CLEARWATER FIRE STA7IUN#45 RELOCATED AND EXPANDED POND Stage Tatal A.rea Depth Interval Storage Sub-Total Storage Total Remarks (Ac. Ft.} {Ac.-Ft.} Ac.-Ft.) 41.13 0.71 0.00 0.00 0.00 Bottom ofPand 42.10 O.RO 0.97 0.73 0.73 Desi n Law Water�levation �44,b3 lA4 2.53 2.33 3.Ob 45_63 1.13 1.00 l.09 4.14 To Of Bank Treatrnent Volume Required= 17.75 Ac*(0.5in,�12)=0.7A ac-ft Treatment Volume Provided=0.74 ac-ft • • e � • � • • • • � • • • • • • • • • • • • • • • � • • • • • • • • � • • • • � � • � z � c � 0 � � � � � • PONDS Version 3.2.0241 Retention Pond Recovery-Refined Method � Copyright 2011 • Devo Seereeram, Ph.D, P.E. • Praiect Data • Project Name: Clearwater Fire Station • Simulation Description: Post-developed Analysis • Project Number. 02G70.0002 i . Engineer : Heather Wertz • Supervising Engineer: • Qaie: 12-15-2Q11 � Aquifer Data � • Base Of Aquifer Elevation, [B](ft dakum): 27.17 • Water Table Elevation, [WTj{ft datum): 37.17 • Horizontal Saturated Hydraulic Gonductivity,[Khy(ftlday): 74,�0 • Fillable Porosity,[n](%}: 30.00 . Unsaturated Vertical Infiltration Rate,[Iv]{ff/day): 53.0 � Maximum Area For Unsaturated Infiltration,[Av](ft'): 3D928.0 � • Geometrv Data � Equivalent Pand Length,[L](ft}: d87.0 � Equivaleni Pond Widih,NN]{ft}: 73.0 � Ground water mound is expected ia interseci ihe pond bottom i • Stas�e vs Area Data • Stage Area • (ft datum} {ft2) 41.13 30929.0 � 45.63 49223.Q � • Discharae Structures • Discharge Structure#1 is active as orifice • Structure Parameters , Description: Orifice . Orifice elevation,(ft datum); 42.35 C}rifice caefficie�t: 4.9 � Orifice area,(ft�): .&5 � �riFice exponenk: ,5 • Tailwater-disabled,free discharge • Clearwater Fire Stalion 12-15-2011 15:18:31 Page 1 � � � � • PONDS Version 3.2.0241 Retention Pond Recovery-Refined Method � Capyright 2011 • — Devo Seereeram, Ph.Q.,P.E. � Discharste Structures(cont'd.) � • Discharge Structure#2 is active as orifice • Structure Parameters . Descrlption: Orifice 2 • Orifice eisvation,{ft datum): 43.20 Orifice coefficient: 4.9 • Orifice area,{ft'}: .55 Orifice expanent: 0.5 • 7ailwater-disabled,free discharge � • Discharge Structure#3 is inactive � � � � � � � � � � � � � � � � � � � � � � � � i . Clearwaler Flre Station 12-i5-2011 15:18:32 Page 2 • • � � • PONDS Version 3.2.0241 Retention Pond Recovery-Refined Method � Copyright 2011 • Devo Seereerarn, Ph.D., P.E. � � Scenario Innut Data • Scenario 1 :: Post 2S yr 24 hr � Nydrograph Type: Snline SCS � Modflow Rauting: F2outed with infiftration • Repe#itions: 1 • Basin Area(acres) 17.900 Time Of Concentration(m'snutes) 20.0 • DCIA(°/a} 71.9 Curve Nurnber 39 • Design�ainfall Depth(inchesa 9.d Design Rainfall Duration(hours) 24.0 • Shape Factor UHG 256 • Rainf�ll Distribution SCS Type II Florida Modified • Initial ground water level(ft datum} 37.17(default) Time After � Storm Eveni • _ (days) • 1.000 � Scenario 2 :: Post 25 yr 1 hr � Hydrograph Type: Inline SGS Modflow Routing: Routed with infiltration • Repetikions: 1 � Basin Area(acres) 17.900 Time�f Concentration{minutes) 20.0 � DCIA{%) 71.9 � Curve Number 39 Design Rainfall Depth(inches) 3.6 . Design RainFali Duration(hours) 24.0 Shape�actar UHG 256 • RainFall Distributian SGS Type 11 Florida Modified • Snitial ground water level(ft da#um) 37.17(detauli} � Time After Storzn Event � {days) � � �.000 � � � � � • • • • • Clearwaler Fire Station 12R15-2D11 15:18:32 Page 3 . • � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � C � � a � � 0 � � rn � C r � � � � • PONDS Version 3.2,0241 Retention Pond Recovery-Refined Method � Copyright 2011 • Devo Seereeram, Ph.D., P.E. • Sort-Bv-Cates�orv Report • Scenarios Considered:1 to 2 • Stage-Maximum � Maximum � Scenario Stage Time • Rank Number {ft datum} (hours) Description 1 1 45.353 13.467 Post 25 yr 24 hr � 2 2 42.493 13.644 Post 25 yr 1 hr � • Stage-Minimum • Minimum Scenario Stage Time • Rank Number {ft datum) {hours) Description . 1 1 37.170 Q.OdO Post 25 yr 24 hr 2 2 37.170 O.OUO Post 25 yr 1 hr � • Inflow-Rate-Maximum Positive • Maximum Positive Scenario Inflow Rate Time • Rank Number {�i'Is} (hours) Description • i 1 50.4600 12.089 Post 25 yr 24 hr 2 2 19.1413 12.089 Post 25 yr 1 hr � • Inflow-Cumulative Volume-Maximum Positive � Maximum Posftive Cumulakive � Scenario Inflow Volume Time • Rank Number {f#') (hours) Descripiion 1 1 438354.7 25.956 Past 25 yr 24 hr � 2 2 i 584'f 5.2 25.956 Post 25 yr 1 hr � • lnflow-Cumulative Valume-End of Simulation • Cumulative Inflow Volume • Scenario End Of Simulation ?ime Rank Number {R3} {hours) Description � —._ . . _ _ 1 1 438354.7 50.044 Post 25 yr 24 hr • 2 2 158415.2 50.044 Post 25 yr 1 hr • Infiltration-Rate-Maxlmum Posltive • Maximum Positive � Scenario Infiltration Rate Time � Rank Number (ft'(s} {hours) Descripkion 1 2 11.8107 11 778 Post 25 yr 1 hr • 2 1 5.4727 12.287 Post 25 yr 24 hr � • Clearwater Fire Station 12-15-2011 15:18:33 Page 4 • � � � • PONDS Version 3.2.0241 Retentian Pond Recovery-Refined Method � Capyright 2011 • Devo Seereeram, Ph.D., P.E. • Sort-Bv-Cate��Report(cont'd.l • infilVation-Cumulative Volume-Maximum Pos(tive • Maximurn Posiiive � Cumulative Scenario fnfiltration Volume Time � Rank Number (ft'} (hours} Description ____ __ _ __ ___ • 1 1 161546.9 2fi.044 Posk 25 yr 24 hr • 2 2 151150.2 50.fJ44 Post 25 yr 1 hr � Infiltratian-Cumulative Volume-End of Simulation � Cumulative . Infiltration Volume Scenario End Of Simulation Time � Rank Number (ft') (hours) Description • 1 2 15115Q.2 50.044 Post 25 yr 1 hr 2 'f 150026_4 50.444 Post 25 yr 24 hr � • Discharge-Rate-Maximum Positive • Maximum Positive Scenario Discharge Rate Time • Rank Number (ft'!s) {hours) Description • 1 1 8.6229 13.467 Post 25 yr 24 hr 2 2 1.0168 'l3.644 Post 25 yr 1 hr � • Discharge-Cumulative Volume-Maximum Positive � Maximum Posikive Cumulative � Scenario Discharge Volume Time a Rank Number {ft') (hours} Description • 1 '1 2746302 5D.044 Post 25 yr 24 hr 2 2 7265.0 15.822 Post 25 yr 1 hr � � Discharge-Cumulative Valume-End af Simulation Cumulative � Discharge Volume • Scenario End Of Simulation Time Rank Number (ft') {hours} Description �_ __ ___ 1 i 274630.2 5Q.044 Pos125 yr 24 hr • 2 2 �265.4 50.044 Past 25 yr 1 hr � � � � � � • Clearwater Fire 5tetion i2-15-2011 15:18:33 Page 5 • � � � • PONDS Version 3.2.0241 Retention Pond Recovery-Refined Method � Capyright 2011 • Devo Seereeram, Ph.D., P,E. • SummarY of Results :: Scenario 1 :: Post 25 yr 24 hr • 7ime Stage Rate Volume • (haurs__ _ �ft datum)__ �'/s� __{ft3) Stage � Minimum 0.000 37.17 • Maximum 13.467 45.35 • Inflaw Raie-Maximum-Positive 12.089 50.4600 • Raie-Maximum-Negative None Mane Cumulative Volume-Maximum Pasitive 25.956 438354.7 • Cumufative Volume- Maximum Negative None None • Cumula#ive Valume-End of Simuiation 50.044 438354.7 • Infiltration Rate-Maximum-Positive 12.267 5.4727 Rate-Maximum-Nsgative Plone None � Cumulative Volume-Maximum PosiEive 26.044 161548.9 Cumu{ative Volume-Maximum Negative None None � Cumulative Volume-End of Simulation 50.044 150Q28.4 � Combined Discharge • Rate-Maximum-Positive 13.467 8.6229 Rate- Maximum-Negative None None • Cumulative Valurne-Maximum Positive 50.044 274630.2 Gumulaiive Valume-Maximum Negative None None • Cumulative Volume-End of Simulakion 50.044 274630.2 • Gischarge Struckure 1 -simple orifice • Rate-Maximum- Positive 13.467 4.6694 Rate-Maximum-Negative None None Cumulative Volume-Maximum Positive 50.044 195658.1 � Cumulative Volume- Maximum Negative None None � Cumulative Volume-End of Simulation 50.044 195fi58.1 • Discharge Structure 2 -simple orifice Ftate-Maximum- Positive 13.4fi7 3.9535 • Rate- Maximum-Negative None Plone Cumulative Volume- Maximum Positive 20.533 7gg72,� • Cumulative Volurne- Maximum Negative None None Cumulakive Valume- End of Simulatian 5Q.04d 78972.1 • Discharge Structure 3 -inactive • Ra[e- AAaximum-Positive disabled disabled • Rate- Maximum-Negative disabled disabled Cumulative Volume-Maximum Positive disabled disabled Gumulative Volume-Maximum Negative disabled disabled � Cumulative Volume-E�d of Simulation disabled disabled � Poflution Abakement: • 36 Haur Stage and Infiltration Volume N.A. N.A. N.A. 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. � � � � � � • Clearwaler�ire Statlt�n 12-15-2411 15:18:33 Pag�6 • � f • • • � • • • • • • i • • • • � i • • • • • • � • • • � • • • � • • • • • • • • • • � �� Plot of Cumulative Volumes and Pond Stage vs Elapsed Time � `� Scenario 1 ::Post 25 yr 24 hr � 450000 ----------------------------- 46 � �''' w �„r � /� f 400000 i� 45 � i� 3500QQ �f f 44 / / 1 � �3pQ000 j 43 � $ � .. u ! E � a � f ; � y � ---_"'�...�. y o � O E 2sa000 . r . . 19 � � 3 j y�!__. 42 -Q � Q �, � ; r �,.�.�.---� `� � � � C 1 ' c � � =• o � � ! .�'' O � � t �'. '� 200000 � � ,.%� 41 � � o� w ! � � j `Jr� W � j � N , c � � / ._.---•--_-_• � � � V 150Q00 •- - j Ji , _._._._._._._._._._._._._--._. .-• �._._.- 40 'tt c, '' � ,,r..--'" � ' r r� .��. � j� ! O a 100000 / i� ;� 3g � � r` j � i t��/ f' 50000 j ;•` 38 N f � N .� /� j� O J,/ 0 ,r�`' ` 37 �, 0 5 14 15 20 25 30 35 40 45 50 55 «� Efapsed Time (hrs) � Y1 Axis: Cumulakive Inflow--• Cumulative Infiltrakion --•–•• Cumulative Discharge --- Y2 Axis: Pond Stage— � a --- � � -.� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ro � d � Plot of Flow Rates and Pond Stage vs Elapsed Time `� Scenario 1 :: Post 25 yr 24 hr � 55 47 w 1 o ! = Sp � 46 � 't j �� ( 45 �j 45 � I� I j ! ; 40 + � 4� � c� � � •-' ! � N 35 � I 43 ? o 0 $ 4 'a � o p Z � gp_ ' 1 42 � � oa � � � I O � "� � �C -, • � � �L � f sa d a� ,� u, d25 i i � 41 � 3 � � � E � 1 w ! = o`� w � ' � � o � A o >° 2o r i �° � � ; j ' { N i�n a 1 � 15 � S 39 � j l a I ` w 10 1 � 38 � ! .-�.��.. ! i � .� � 1 i-. � �"`- 37 '� rj f !� �.` �,� �••ti Cn /'� 1� � �,�, `�`• O "�-�' 1,.�/� .`� 'o._„ �1 _...- j �---r�_--.� � O y,,..-^'^' ( ..r. _.,.�.._�1.�,�y 36 �, 0 5 10 15 20 25 30 35 40 45 50 55 � Elapsed Time thrs) w — ----- -- — � Y1 Axis: Inflow Ra#e--• infiltratian Rate--•-•• Discharge Rate---�- Y2 Axis: Pond S#age— v �, -- _ � � � � � • PONDS Versian 3.2.0241 Retention Pond Recovery-Refined Method � CopyrighE 2011 ! Devo Seereeram, Ph.D., P.E. � Summarv of Results :: Scenarro 2 :: Post 25 yr 1 hr • Time Stage Rafe Volume • _{hours�, �{ft datum) _ �(ft'/s) _ (ft'} � Sfage Minimum 0.000 37.17 • Maximum 13.844 42.49 • Inflow • Rate-Maximum-Positive 12.OB9 19.1413 Rate-Maximum-Negative None None Cumulat(ve Volume-Nlaximum Posiiive 25.956 158415.2 , Gumulative Volume-Maximum Negaiive None M1lone • Cumulative Volume-End of Simulation 50.044 'f 58415.2 Infiitration � Ra[e-Maximum-Positive 11.778 11.8107 Rate-Maximum-Negative None None � Cumulative Volume-Maximum Positive 50.044 i51150.2 • Cumulative Volume-Maximum Negative None None Cumulative Volume-End of Simulation 50.044 1�1150.2 • Combined Discharge • Rate-Maximum-Positive 13.644 1.�1Fr6 Rate-Maximum-Negative None None • Cumulalive Vafume-tvfaximum Positive 15.822 7265.0 . Cumulative Volume-Maximum Negative None Nane Cumulative Volume-End of Simutatian 50.044 7265.0 � Qischarge Structure 1 -simple orifice F2aie-Maximum-Positive 13.644 1.0168 � Rate-Maximum-Negacive None Nane Cumulakive Volume-Maximum Positiva i5.822 7265.0 � Cumulative Volume-Maximum Negative None Nane • Cumulative Volume-End of Simulation 50.044 7265,0 • Discharge Structure 2 -simple orifice Rate- Maximum•Positive None Nona • Rate- Maximum-Negative None None Cumutative Volume-Ma�mum Positive None None • Cumulative Volume-Maximum Negative None None � Cumulative Volurne-End oF Simulation 50.044 O.Q . Qischarge Structure 3 -inactiv� Rate-Maximum-Positive disabled disabled Rate-Maximum-Negative disabled disabled � Cumulative Votume-Maximum Pasitive disabled disabled Cumulative Vo{ume-Maximum Negative disabled disabled � Cumulative Valume-End of SimutaUon disab(ed disabled • PoNution Abatement: • 36 Haur Stage and Infiltration Volume N.A. N.A. N.A. 72 Hour Stage and Infiltration Volume N.A. N.A. N.A. � � � � � � � Clearwater Flre Skalifln 1Z-15-2011 15:18:34 Page 9 • • • • • • • • • • • • • i • • • • � • • • • • • • • • • • • � r • • • � • � � i • • • • � ro d � Plot of Cumulative Volumes and Pond Stage vs Elapsed Time `� Scenario 2:: Post 25 yr 1 hr ; �a0000 42.5 � �, � �saaao _ -------------------------____ a2.a .- � �/ _ � .' � �4000a � __ — 41.5 : �' � �_ �2ooao � ;' ��.o lf �� m % .. r ;� � �F ��Q�O j �' 4�.�J ^ �' rt � ,.. r �� E �D ' 'v , � 1 ;'� +�.• l a o Z 4 0.0 a � ,� � a. v ; 80000 ! i� � � � W C i i � � � qy j � � ' �+ m < y. / O a 3 �► � 3 � sooao ► i 3�.� � �� ro r� � � �� a � � i ° D � o i � 40000 j 39.0 W � � j � U � � rn � / 24000 �� 38.5 � I � � � � r�—.^.._._. �.--•----�.._..._.._ _..___.—_.___..---. ._.._ yi� �'�� . _' �.� N -z000a 37.5 � N O � "++Q�� 7�� , �' 0 5 10 15 2d 25 30 35 40 45 50 55 1 w, Elapsed Time (hrs) _ ___ __ .. __—, �i I Y1 Axis: Curnulative Inflow--• Cumulative lnfiltration---•- Cumulative Discharge-- ° Y2 Axis: Pond Stage — � ' � __.. — -----___ ; � , r o� � • • � • • � • • • • • • • • � ss • • • • • • • • • • • • � � • • � • � • • • • • • � �� Plot of F1ow Rates and Pond Stage vs Elapsed Time � Scenario 2 :: Post 25 yr 1 hr ro 22 42.5 � m , � 2a 42.0 � � ' � .�$ 41.5 1 j i 1 16 � 41_0 i � I1 A 11 '~ � �14 I I 40.5 � � � � i l � < '� � .. � � o o � � 12 I f . 40.0 � � a °- t��n ' O -• �v A �C t'k: f '«, � �, Q � � m a� � 1a � 39.5 d � � A �� I E 4 W � �,` w ' � � I � v -' � N O 11 i 39.0 e�a " =� N � 8 �! I ..• -o � � �i i � 'n c. j � � L I �o 6 �t � 38.5 0 I! 1 Q I; 1 4 1 �. 1 38.0 / ' 1 ' N I f ,`i I � 2 I h. 37.5 c,�+ � �`-�..._ o � �`„� �..."� •-.�. � �,,..�" �'^.� ---�...�` ---�. � f `� i ` ` ~~\ 37.� �� Q 5 10 15 20 25 30 35 40 45 50 55 , W Elapsed Time {hrs) � ; � Yi Axis Inflow Rate--- Infiltration Rate ----- Discharge Rate-•�--°• Y2 Axis: Pond Stage— � � J • • • • � • � r • • • • r • ii • � • • • � • • • • • � • • • • • • • r • • • � • • • � � 0 � � � � � � • -,-- --- �------ - --- -- ----- __-- --------------- —-- -- - ---- -- � __ __________ _. — ' __ ___ ___ _ ___ .� — -- -- - - — � _ _ _ _ - - - - ---- — - - � _---- - - - - _ — , . . _ _ -- , -- ::, • r�r+�,.,o,.,�c 1 . .�_ _ - __ -,•- -- .`° �, - -�-• �'.- .e E � ; '. 'w m.`u�1 src�� . a- ' ,. . ' _ -_ r _ �.. �. � � �� • q. ,. . � � . ' . � , ,� !I , i� ,ti._ � � � I . I R ' r �I�. j' �� • � (' - - . , �. + • I 'la f�' � , —. I ��.�� j � r�; 11�� -';,' •s<..��.�.•,,ti � � R�NW�L'4 X BEC�A.A . � ��. ,' I . •.. ._ - � '. 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W�ar w�ptr+ vnR�ES `� �� . — — --- — '; -- — r— DFZAINAGE • _ .-` ��_—�r_ � �T.-�' -- --� - --_=-__ -�1� - -_� _-_ - � _ -_ - ----- -- • ; . . . . �� -,t� �. . 1. j: -r - . �x,,, • � S� �/ � �V �+ • o � 4^'F.� _. ¢� PROJECT s � ' I ' I _ _ � --. . - � _-�---NORT}i__�-- ProjectSlalus` L ' , , ---—__. -- �-- _ - -- J • ----—� - - - - - - -- _—.`�_ --� -- � � � � . � � � � Page 1 a(1 • Topic Ko.-625-WO.OaI-h • STORM DRAIN TABLILATION FORh1 Jenuarp 1997 • ProjectName:CiryofCkarwaurFireSie[ion45 Preparedby: HEW Date: 1U13t�201i • Project Number: _ Units: US Gustomery Ghecked by: Lf Dake: 10>>I�201! DRARr'AGE AREA HYD.GRA.D3ENT HYQ.CRADtENT ZO;d�or COl?tiTY. b • LOCATIOIV 4F ac. � � CROWN FREQUET�CY: )0 YR. • UPPER END � e a �.95 O � FLOVI'LINE PHYSICAL TAILWATER ELEV: 43.63 cy1 c= U.20 E' � n<0.012 • z � �1 c p SUB tr] �-: Z� � a a � UPPER LOWER � TOF ba _ sed on HGI.Velocii D • ^ � � � "� TOTAL U ° c INLET �r v oC j C E,,, z '� O E `. . � OR EhU Ehu .a .-, aG }� • O � � w x z � (C A} � � `-' � .� � GUTTER ELEV. �LEY. 4 .: �: ° F E- vWi � ° sr� V � d si tz � 0 �.{. `� E4EV. �`" ''^' � nc.�', U U � j.�. u�. A !�- �i' 0. k a'' E�„ W tr7 Z F-� � C � d ,� � u • tn O v� � F � J tl g % W (ft.} (fl.} (ft.} p r� W °' 4 `, x F„ F„ E� > � Rrmarks: Cleuanrs: UPPER Z NGL • 1.OWER p1�E � 1 GTI 0.13 D.13 0.12 44.30 44,BB 0.02 0.02 0.8 0.97 0.75 . M i10,0 0.03 0.03 4.�1 'fU.O 0.7 7.5 0.13 0.97 45.60 43.41 43.20 0.21 15 2.00 2 GTI 42.1fi 41.95 0.21 0.19 2.5 3.D7 � 2 2 GTI 0.09 0.22 0.21 4d.88 44.80 0.07 Q.D5 7.3 t.81 4.63 M 140.0 0.03 0.06 Q.Ot 10.7 0.9 7.3 0.22 1,65 45.50 43.20 42.93 b.27 15 2.12 • 4 GTf 41.95 4i.88 D.2T 0.19 Z.5 3.07 3 3 GTI 0.08 �.QB 0.08 44.81 44.80 0.01 0.01 0.5 0.5T 0.69 � S 101.0 0.04 0.60 0.00 �a.a U.7 7.5 0.08 0.57 A5.50 43.31 43.12 0.79 15 2.00 4 GTI 42.� 49.67 0.19 4.19 2.5 3.07 • 4 A GTI 0,27 0.5� 0.54 44.84 44.20 0.60 0.31 3.2 3.90 4.70 M 194.Q Q.00 0.06 0.01 11.7 1.0 7.0 0.55 3.80 45.50 39.75 39.45 D.30 75 5.57 5 GTI 38.'SO 38.20� 0.30 d.15 2.2 2.75 • 5 5 GTI 0.48 1.06 1.Q1 44.20 d3.63 d,57 0.37 3.9 6.95 1.30 M 153.� O.UU D.Ofi O.Q1 12.7 O.fi 6.8 1.42 6.95 45.50 39.70 39.50 4.2U 18 5,60 • M-1 MES 38.2d 38.00 0.20 0.13 2.3 4.11 • System contains Fixed Inverts and Fixed Pipes. � � � � � � � � � � S O 2041 StormM1Jet, 1nc. � � � � � � - � ' � � � � � Page 1 of 1 • 1 upic tio..625-U40-OOi•b • STORM DRAIN TABULATION FORM ]enaery 1997 � Project Name:Ci�y ofCkarwater[im Sie�ian 45 Preparad by: Hf1b` Date: IOrJi 2Q1 I � Project Plumber: UnNs: US Gustomary Cheeked by: LC Date: ld 31,.01 i • DRAItiAGE AftEA ��YD.GRADtEPiT I�l'D.GRADIEIT ZO1�E or COUNTY: 6 LOCATION OF ac. Z z CROV4:ti FRCQUE'cCV: 25 VR. • 13PPER Ei�'D � c� 0.9$ p O FLOR'L11� PHYSICAL TAILWATCR ELEV: 47 b3 m C= U.20 ,� � n=Q612 • � C= OG � k, TQF based oa HGl Veloci� • ' Z � W SUB {� ^ '� ^ a Q p L'',PYER LC1V1'BR ^, � z' � TOTAL V ° 3 ° V � iN1.ET E�D END � • Z F � � � � � � (C A1 O •� � � C �7 v GUTTER ELE�'. L74E�`. � � y e � 7' � � � � � ` Z � � O O � p O SL�V. � � � a U � � Q a- p F > 7� w C4 O ts7 � on F E. 4 Q O ` p, � • s o ;� s F [- ..� �y E" � '� w tft.} {rc.} (r�.} c ;n � a �. z E., F,' F '� � Rannrics Cleunncc. • UPPPR Z' H�L LOWCR PIPL • .� 1 Gtl 0.13 0.13 O.S2 45.27 45.2A 0.03 0.02 0.9 1.10 0.34 M 11Q.0 0.03 0.03 4.Q1 10.0 0.7 8.5 0.13 1.10 45.60 43.41 43.24 0.21 15 2.00 2 GT{ 42.1fi 41.95 0.21 0_19 2.5 3.07 � 2 2 GTl D.09 0.22 0.21 45.24 95.15 d.10 d.07 1.5 1.82 0.26 M 140.0 a.aa 0.06 0.01 10.7 0.9 8.2 0.22 1.82 A5.50 A3.20 42,93 0.21 75 y.�Q . 4 GTl d1.95 41.68 Q.2T U.19 2.5 3.07 3 3 GTI 0.08 0.48 0.08 45.16 A5.15 0.07 0.01 0.5 0.64 U.35 • 8 10i.0 4.00 O.OU 0.00 10.0 0.7 B.5 O.dB 0.64 A5.50 43,31 43.12 0,19 15 2,00 4 GT1 42A6 41,87 0.19 0.19 2.5 3.07 • � A GTI 0.2T 0.57 0.54 45.15 44.37 0.78 O,�D 3.6 A.43 4.3fi M 194.0 0.� O,Q6 0,01 11.7 0.9 E.0 0.55 4.A3 45.50 39.75 39.45 0.30 �5 5.57 � 5 GTt 3b.50 38.20 �.30 0.15 2.2 2.75 5 5 GTI Q.49 1.06 1.01 44.3T 43.63 � 8.74 0,48 4.5 T.92 1.13 M 153.0 0.00 0.06 0,07 12.6 0.6 7.8 1.02 7.92 45.5U 39.7Q 39.� 0.20 18 S,gQ • M-1 MES 38.20 38.66 0.20 4.13 2.3 4.11 . System contains Fixed Inverts and Fixed Pipes. � � � � � � � � � � � • O 2001 StormNek, Inc. � � � � �