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FLD2013-04017•r ° learwater _C u MEETING DATE: AGENDA ITEM: CASE: COMMUNITY DEVELOPMENT BOARD PLANNING AND DEVELOPMENT DEPARTMENT STAFF REPORT October 15, 2013 E.3. FLD2013-04017 REQUEST: Flexible Development application to permit the addition of 208,149 square feet of manufacturing to an existing manufacturing use in the Industrial/ Research and Technology (IRT) District with a lot area of 772,704 square feet, a lot width of 499.91 feet (along Calumet Street) and 329.74 feet (along Hercules Avenue), front (north) setbacks of 35.45 feet (to existing building six) and zero feet (to existing sidewalk); front (east) setbacks of zero feet (to existing pavement), 25 feet (to proposed building nine) and 20.65 feet (to proposed pavement); front (west) setbacks of six feet (to existing concrete pad), zero feet (to existing access walk), 2435 feet (to existing buildings four and five), and 19.14 feet (to existing building six); side (north) setbacks of zero feet (to existing pavement), 3.49 feet (to existing pa�ement), 15.02 feet (to existing building seven) 19.62 feet to (e�sting building one),six feet (to existing concrete slab), 13.55 feet (to existing building ten), 4.83 feet (to proposed pavement), 0.73 feet (to existing pavement), five feet (to proposed building nine), zero feet (to existing pavement), 48.58 feet (to proposed parking); side (south) setbacks of zero feet (to e�sting pavement), zero feet (to proposed building nine), five feet (to proposed parking), 62.99 feet (to proposed building eleven); side (east) setbacks of zero feet to (existing pavement), 11.04 feet (to existing building six), 5.9 feet (to existing concrete slab), 25.62 feet ( to existing building eight), 10.16 feet (to existing building ten), side (west) setbacks of nine feet (to existing dumpster enclosure), 117.23 feet (to proposed parking), 23.21 feet (to proposed building eleven), 61.49 feet (to proposed building eleven); rear (west) setbacks of zero feet (to existing pavement) and five feet (to proposed building nine); a building height of 34 feet; and 353 parking spaces as a Comprehensive Infill Redevelopment Project, under the provisions of Community Development Code Section 2-1304.D.; as well as the elimination of the required shrubs in the perimeter landscape buffer to the north and west of buildings two through six, the elimination of the required perimeter landscape buffer on the east side of building six, the elimination of a portion of the required perimeter landscape buffer north of building five, the elimination of a portion of the required perimeter landscape buffer west of building seven, the elimination of the required perimeter landscape buffer east of building eight, the elimination of the required perimeter landscape buffer north of building nine, the elimination of the required perimeter landscape buffer south of building nine, the elimination of the required perimeter landscape buffer along the north, south and east property lines adjacent to the existing creek and drive to remain, the elimination of the required trees along a potion of the south property line, the elimination of the required foundation plantings along the north and west building facades of buildings two through six, the elimination of the required foundation plantings along the north building facade of building six, the elimination of the required foundation plantings along the east building facade of building nine, a reduction to the required area of landscaped islands from 150 square feet to 128 square feet, a reduction to the required number of trees from 215 to 159 and increase the number of parking spaces in a row from 10 spaces to 15 spaces as part of a Comprehensive Landscape Progam under the provisions of Community Development Code Section 3-1202.G. ! GENERAL DATA: Owner/Applicant . . . . . . . . .. . . . Agent........................... Location . . . . . . . . . . . ............ ... Property Size ................ Future Land Use Plans. Zoning . . . . . . . . . . . . . . . . . . . . . . . .. Special Area Plan............ Adjacent Zoning.... North. South East: West: Instrument Transformers, Inc. Kevin Bynum, Long & Associates 1925 Calumet Street; approximately 470 feet southwest of the corner of Calumet Street and Hercules Avenue 17.74 acres Industrial Limited (IL); Industrial General (IG) IndustriaV Research and Technology (IRT) District N/A IRT District Unincorporated Pinellas County IRT District Unincorporated Pinellas County Existing Land Use ............. Warehouse and Manufacturing Proposed Land Use......... Warehouse and Manufacturing 6 C�LaI 1��er Level II Flexibie Develo ment A lication Review PLANNING& DEVELOPMENT P PP DEVEIAPMENT REVtEW DMSION �., � ��F�r:- ��,<, � ANALYSIS: The 17.74-acre site is located on the south side of Calumet Street approximately 470 feet southwest of the corner of Calumet Street and Hercules Avenue. The site has frontage along Calumet Street of approximately 600 feet and along Hercules Avenue of approximately 330 feet. The site is within the Industrial, Research and Technology (IRT) District with two corresponding Future Land Use Plan (FLUP) classifications: Industrial General (IG) and Industrial Limited (IL). The site contains eight buildings of one and two-stories totaling 196,572 square feet. Seven of the buildings are generally located along the north side of the site with one building located generally in the southeast corner of the site. All 196,572 square feet of existing buildings are currently being used for light manufacturing and warehouse. There are 306 off-street parking spaces dispersed throughout the site. The site is accessed via Calumet Street and two direct connections to Hercules Avenue. Along the entire southern boundary of the site there exists a functioning CSX rail line. Between the rail line and the site exists a landscape buffer containing various species of mature trees and shrubs. The landscape buffer blocks the view of the property from the rail line as well as properties to the south. The subject site is located in the center of a fully developed industrial area with uses consistent with the IRT district. In the immediate vicinity are manufacturing, warehouse, indoor storage and governmental uses. The majority of the properties to the north, south and west are located in unincorporated Pinellas County. Development Proposal: The proposal is to construct a 188,049 square foot manufacturing facility generally located at the southwest corner of the site. 28,218 square feet of existing buildings including one on the Community Development Board October 15, 2013 FLD2013-04017 — Page 3 � C��.[�1 1`��1�L1 Level II Fiexible Develo mentA lication Review PLAxr�xG�nEVELOrMErrr P PP DEVELOPMENT REVIEW DIVISION ��:�:M.,. , north side of the property, one on the west side of the property and the building located generally in the southeast corner of the property (building nine) are to be demolished to provide room for off-street parking and the expansion of building nine. Site improvements include adding landscaping along all property lines, along the west facade of the new manufacturing facility buildings and in the interior of the site. There are 353 off-street parking spaces are proposed, including 12 handicapped spaces. As mentioned, access to the site is from Calumet Street (west) and two points of access from Hercules Avenue (east). These accesses will be maintained with the proposal. Solid waste will be provided via two dumpster located in the center of the site. The enclosure will match the exterior of the existing buildings with regard to fit, finish and materials. A signage package has not been submitted with this proposal however, any proposed sign will need to meet all applicable Sections of the CDC. Special Area Plan: None Community Development Code: Floor Area Ratio (FAR,L Pursuant to the Countywide Plan Rules and CDC Section 2-1301.1, the maximum FAR for properties with a designation of IL and IG is 0.65 and 0.75 respectively. The proposal is for the expansion of manufacturing use with a total gross floor area of 376,043 square feet at a FAR of 0.49, which is below the above referenced maximums. Im�ervious Surface Ratio (ISR,� Pursuant to the Countywide Plan Rules and CDC Section 2-1301.1, the maximum allowable ISR within the IL and IG FLUP categories are 0.85 and 0.95, respectively. The overall proposed ISR of the site is 0.77, which is consistent with Code provisions. Lot Area and Width: CDC Table 2-1302, Minimum Standard Development Standards, the required lot area and lot width are to be a minimum of 20,000 square feet and 200 feet, respectively. The site has a lot area of 772,704 square feet (17.74 acres) and a lot width of approximately 600 feet along Calumet Street, which is consistent with Code provisions. Minimum Setbacks: Pursuant to CDC Table 2-1304, there are no minimum required setbacks for a Comprehensive Infll Redevelopment Project. However, for a point of comparison, pursuant to CDC Table 2- 1302, front, side and rear setbacks to primary structures for manufacturing uses are 20, 15 and 15 feet, respectively. Setbacks to parking are based upon the required landscape buffers. The proposal includes front (north) setbacks of 35.45 feet (to existing building six) and zero feet (to existing sidewalk); front (east) setbacks of zero feet (to existing pavement), 25 feet (to proposed building nine) and 20.65 feet (to proposed pavement); front (west) setbacks of six feet (to existing concrete pad), zero feet (to existing access walk), 24.35 feet (to existing buildings four and fve), and 19.14 feet (to existing building six); side (north) setbacks of zero feet (to existing pavement), 3.49 feet (to existing pavement), 15.02 feet (to existing building seven) 19.62 feet to (existing building one),six feet (to existing concrete slab), 13.55 feet (to existing building ten), Community Development Board October 15, 2013 FLD2013-04017 — Page 4 � L�bsi�� RIQl Level II Flexible Development Application Review PLANHING& DEVELOPMENT . . .. �.��., .. ... � DEVELOPMENC REVIEW DMSION 4.83 feet (to proposed pavement), 0.73 feet (to existing pavement), five feet (to proposed building nine), zero feet (to existing pavement), 48.58 feet (to proposed parking); side (south) setbacks of zero feet (to existing pavement), zero feet (to proposed building nine), five feet (to proposed parking), 62.99 feet (to proposed building eleven); side (east) setbacks of zero feet to (existing pavement), 11.04 feet (to existing building six), 5.9 feet (to existing concrete slab), 25.62 feet ( to existing building eight), 10.16 feet (to existing building ten), side (west) setbacks of nine feet (to existing dumpster enclosure), 117.23 feet (to proposed parking), 23.21 feet (to proposed building eleven), 61.49 feet (to proposed building eleven); rear (west) setbacks of zero feet (to existing pavement) and five feet (to proposed building nine). The proposal does not meet the minimum standards for existing sidewalks, existing pavement for parking and mechanical equipment pads and existing and proposed buildings. The setback reduction to existing conditions will eliminate non-conformities that have minimal impact on adjacent properties. In addition, the setback reductions to proposed building eleven and nine will also have minimal impact on surrounding properties. The proposed manufacturing building eleven on the west side of the property will be viewable only from a minor portion of Calumet Street. The setback reductions to proposed building nine on the east side of the property are mitigated by landscaping to the north and east of the building. The setback reductions on the north and south of building nine also permit for the minimum front (east) setback of 25 feet to the building and a Code complaint landscape buffer. Presently, the proposed landscaped area contains back-out parking into the Hercules Avenue right-of-way. Back-out parking is not code compliant and the landscaping will be an upgrade to the area. Maximum Building Height: Pursuant to CDC Table 2-1304, there is no maximum height for a Comprehensive Infill Redevelopment Project. However, for a point of comparison, pursuant to the aforementioned CDC Table 2-1302, the maximum allowable height for manufacturing use is 50 feet. The maximum proposed building height of 34 feet is less than the allowable height within the IRT District and is therefore consistent with the CDC. Minimum Off-Street Parkin�: Pursuant to CDC Table 2-1304, the minimum off-street parking requirement for a Comprehensive Infill Redevelopment Project shall be determined by the Community Development Coordinator based on the specific use and/or ITE Manual standards. However, for a point of comparison, pursuant to CDC Table 2-1302, the minimum required parking for manufacturing use is 1.5 spaces per 1,000 square feet. The proposal includes a total of 3'76,503 square feet of manufacturing use which results in the need for 564 parking spaces. The development proposal provides for 353 off-street parking spaces, which equates to 0.94/1,000 GFA. Twelve of these spaces will be handicap spaces meeting Code requirements. The applicant submitted a Parking Generation Analysis based on the Code allowed Institute of Transportation Engineers (ITE) Parking Generation Manual, 4th Edition. The analysis indicates that the appropriate classifcations of the project are Land Use 110 (General Light Industrial) and Land Use 140 (Manufacturing). For an average peak period on a non-December weekday, the observed parking demand ranges from 0.36 spaces to 1.19 spaces (yielding an average of 0.75 spaces) per 1,000 square feet. Based Community Development Board October 15, 2013 FLD2013-04017 — Page 5 ' 1.ii\.tal r,�lel Level II Flexible Development Application Review PLANHING&DEVELOPMENT � ,,�.-ti.r-�,.^,_✓^�_�.� DEVELOPMENT REVIEW DMSION . , d�.:'� . - ... on this data, the number of required parking spaces for 376,503 square feet of manufacturing use ranges between 282 and 384 spaces with an average requirement of 333 spaces. In addition, the site currently operates with three shifts, and will continue to do so following the expansion. As the shifts do not overlap and 353 parking spaces are proposed, staff anticipates that an adequate number of off-street parking spaces are proposed to meet the use demand. Mechanical Equipment.• , Pursuant to CDC Section 3-201.D.1 and 3-903.I, all outside mechanical equipment must be screened so as not to be visible from public streets and/or abutting properties. All proposed mechanical equipment will be screened in compliance with the Code provision. Sight Visibilitv Trianeles: Pursuant to CDC Section 3-904.A, to minimize hazards at the proposed driveways on Calumet Street and Hercules Avenue, no structures or landscaping may be installed which will obstruct views at a level between 30 inches above grade and eight feet above grade within 20-foot sight visibility triangles. This proposal has been reviewed by the City's Traffic Engineering Department and been found to be acceptable. Utilities: Pursuant to CDC Section 3-912, for development that does not involve a subdivision, all utilities including individual distribution lines must be installed underground unless such undergrounding is not practicable. The proposal includes undergrounding of the utility distribution lines. Landscapin�: Pursuant to CDC Section 3-1202.D, required perimeter buffers are based on adjacent uses and/or street types. The required landscape buffers are 15 feet (west — arterial street), 10 feet (north and east — local street), iive feet (north, south, east and west — non-residential). In addition, CDC Section 3-1202.E provides that interior landscaping must be provided which is equal to or greater than 10 percent of the vehicular use area. The proposed vehicular use area is 200,302 square feet requiring 20,030 square feet of interior landscaped area. CDC Section 3-1202.E also provides that no more than 10 parking spaces may be in a row. Finally, CDC Section 3-1202.E requires that all facades facing a street must include a foundation planting area of at least five feet of depth along the entire farade excluding areas necessary for ingress/egress. This proposal provides Code compliant buffer widths and landscape materials except where the existing building locations do not allow adequate space as well as the perimeter of proposed parking on the west side of the site which do not meet the requirements of CDC Section 3- 1202.D . An existing building to the west mitigates the visibility to this parking area and that the area will only be visible from a minor portion of Calumet Street. The proposal does not meet the requirements of CDC Section 3-1202.E in that foundation planting shrubs along the north and west fa�ade of existing building six are not provided. Between existing building six and Calumet Street exists stormwater retention area and accent trees are proposed at the top of bank. The site, given the total perimeter distance and the amount of interior landscape area provided, requires the provision of 236 canopy trees where 159 trees (or the palm/ornamental tree equivalent thereo fl are provided. The proposal includes 20,768.5 square feet of interior landscape space which meets the requirements of CDC Section 3-1202.E. Community Development Board October 15, 2013 FLD2013-04017 — Page 6 � C��car1►[t6e1 Level II Flexible DevelopmentApplication Review PLANNING&DEVELOPMENT "�.�,.iv��i .. ^�i^:..� .. DEVELOPMENT REVIEW DMSION As noted, landscape buffer widths, certain foundation planting areas and the quantity of provided canopy trees do not meet the provisions of CDC Article 3 Division 12. The applicant has mitigated these defciencies through the provision of landscape material in excess of the minimum otherwise required by the CDC. Furthermore and as previously mentioned, a CSX rail line runs the entire length of the south property line and between the rail line and the south property line the area contains mature trees and shrubbery screening the south property line from view of abutting properties and the Hercules right-of-way. The landscape plan includes a variety of shade, ornamental and palm trees (cathedral live oak, live oak, red maple, winged elm, bald cypress, silver buttonwood, lavender crepe myrtle, Sylvester and Christmas palm), as well as shrubs and ground covers (downy jasmine, Simpson's stopper, schillings holly, parsons juniper, white African iris, minima jasmine, fakahatchee grass and sand cordgrass). The buffers will be planted to the maximum extent possible given existing space constraints. Solid Waste: Seven solid waste and recycle dumpsters/ containers are proposed in the center of the site that are not visible from adjacent properties or rights-of-way. Si�nage: A formal signage package has not been presented at this time. Any forthcoming signage package must meet Code requirements. Code Enforcement Analysis: There are no active Code Compliance cases for the subject property. COMPLIANCE WITH STANDARDS AND CRITERIA: The following table depicts the consistency of the development proposal with the standards for Manufacturing as per CDC Tables 2-1301.1 and 2-1304 (IRT District): Standard Proposed Consistent Inconsistent Floor Area Ratio IL 0.65 0.49 X IG 0.75 Impervious Surface Ratio IL 0.85 0.77 X IG 0.95 Minimum Lot Area N/A '772,704 square feet (17.74 acres) X Minimum Lot Width N/A 600 feet along Calumet Street X Minimum Setbacks Front: N/A South: 9 feet to building X' Zero feet to pavement North: Zero feet to pavement Xl Side: N/A East: 74 feet to building X 2.6 feet to pavement West: Zero feet to building X� Zero feet to pavement Rear: N/A North: 33 feet to building X' 4.7 feet to pavement Maximum Height N/A 34 feet X Minimum Determined by the 343 spaces Xl Off-Street Parking community development coordinator based on the specific use and/or ITE Manual standards � See analysis in Staff Report Community Development Board October 15, 2013 FLD2013-04017 — Page 7 ' li�b(��(al�l Level II Flexible Develo ment lication Review PLAIdNING&DEVELOPMENT P �P DEVELOPMENTREVffiWDMSION � . ....::.°.�U'.,^ . :. .. . . COMPLIANCE WITH FLEXIBILITY CRITERIA: The following table depicts the consistency of the development proposal with the Flexibility criteria as per CDC Section 2-1304.D. (Comprehensive Infill Redevelopment Project) (IRT District): Consistent Inconsistent 1. The development or redevelopment is otherwise impractical without deviations from X the use and/or development standards set forth in this zoning district. 2. The development or redevelopment will be consistent with the goals and policies of X the Comprehensive Plan, as well as with the general purpose, intent and basic planning objectives of this Code, and with the intent and purpose of this zoning district. 3. The development or redevelopment will not impede the normal and orderly X development and improvement of surrounding properties. 4. Adjoining properties will not suffer substantial detriment as a result of the proposed X development. 5. The proposed use shalt 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 for the provision of affordable housing; e. The proposed use provides for development or redevelopment in an area that is characterized by other similar development and where a land use plan amendment and rezoning would result in a spot land use or zoning designation; or f. The proposed use provides for the development of a new and/or preservation of a working waterfront use. 6. Flexibility with regazd to use, lot width, required setbacks, height and off-street X pazking aze 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 appeazance, 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 pattems; ❑ Building stepbacks; and ❑ Distinctive roofs forms. e. The proposed development provides for appropriate buf�'ers, enhanced landscape design and appropriate distances between buildines. I See analysis in StafJ'Report Community Development Board October 15, 2013 FLD2013-04017 — Page 8 ' 1i��.Rr r' ale� Level II Flexible Development Application Review ° �i-v^�..,-v�...�... . �x. 4� ��? . . . . � PLANNING & DEVELOPMENT DEVEIAPMENT REVIEW DMSION COMPLIANCE WITH GENERAL APPLICABILITY STANDARDS: The following table depicts the consistency of the development proposal with the General Standards for Level One Approvals as per CDC Section 3-914.A: 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. 2. The proposed development will not hinder or discourage development and use of adjacent land and buildings or significantly impair the value thereof. 3. The proposed development will not adversely affect the health or safety of persons residing or working in the neighborhood. 4. The proposed development is designed to minimize traffic congestion. 5. The proposed development is consistent with the community character of the immediate vicinity. 6. The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts on adiacent vroverties. 1 See analysis in Sta,�'Report Consistent � Inconsistent X X X X X X COMPLIANCE WITH COMPREHENSIVE LANDSCAPE PROGRAM STANDARDS: The following table depicts the consistency of the development proposal with the Comprehensive Landscape Program as per CDC Section 3-1202.G: 1. Architectural theme. a. The landscaping in a comprehensive landscape program shall be designed as a part of the architectural theme of the principal buildings proposed or developed on the pazcel proposed for development; or b. The design, chazacter, location and/or materials of the landscape treatment proposed in the comprehensive landscape program shall be demonstrably more amactive than landscaping otherwise permitted on the parcel proposed for development under the minimum landscape standards 2. Lighting. Any lighting proposed as a part of a comprehensive (andscape program is automatically controlled so that the lighting is tumed off when the business is closed. 3. Community character. 'The landscape treatment proposed in the comprehensive landscape program will enhance the community chazacter of the City of Clearwater. 4. Property values. The landscape treatment proposed in the comprehensive landscape program will have a beneficial impact on the value of property in the immediate vicinity ofthe parcel proposed for development. 5. Special area or scenic corridor plan. The landscape treatment proposed in the comprehensive landscape program is consistent with any special area or scenic corridor plan which the City of Clearwater has prepared and adopted for the area in which the pazcel proposed for develonment is located. Consistent Inconsistent X1 X X X NA NA SUMMARY AND RECOMMENDATION: The Development Review Committee (DRC) reviewed the application and supporting materials at its meeting of September 5, 2013 and deemed the development proposal to be legally sufficient, based upon the following findings of fact and conclusions of law: Community Development Board October 15, 2013 FLD2013-04017 — Page 9 � C��.Ri 1t [i6er Levei II Flexible Development Application Review PLANNING& DEVELOPMENT DEVELAPMENT REVIEW DMSION u��,� �.a , .. � � Findings of Fact The Planning and Development Deparhnent, having reviewed all evidence submitted by the applicant and requirements of the Community Development Code, fnds that there is substantial competent evidence to support the following findings of fact: 1. That the 17.74 acre site is located on the south side of Calumet Street approximately 470 feet southwest of the corner of Calumet Street and Hercules Avenue; 2. That the subject property is located within the IRT District and the IL and IG Future Land Use Plan categories, respectively; 3. That the site is currently developed with eight buildings; 4. That the proposal is to demolish 28,218 square feet of existing buildings and the construction of 208,419 square feet of manufacturing use for a total of 376,503 square feet of buildings on the site; 5. That the subject property is not located in a special plan area; 6. That the subject property has approximately 600 feet of frontage along Calumet Street and 430 feet of frontage along Hercules Avenue; 7. That the proposal includes front (north) setbacks of 35.45 feet (to existing building six) and zero feet (to existing sidewalk); front (east) setbacks of zero feet (to existing pavement), 25 feet (to proposed building nine) and 20.65 feet (to proposed pavement); front (west) setbacks of six feet (to existing concrete pad), zero feet (to existing access walk), 24.35 feet (to existing buildings four and five), and 19.14 feet (to existing building six); side (north) setbacks of zero feet (to existing pavement), 3.49 feet (to existing pavement), 15.02 feet (to existing building seven) 19.62 feet to (existing building one),six feet (to existing concrete slab), 13.55 feet (to existing building ten), 4.83 feet (to proposed pavement), 0.73 feet (to existing pavement), five feet (to proposed building nine), zero feet (to existing pavement), 48.58 feet (to proposed parking); side (south) setbacks of zero feet (to existing pavement), zero feet (to proposed building nine), five feet (to proposed parking), 62.99 feet (to proposed building eleven); side (east) setbacks of zero feet to (existing pavement), 11.04 feet (to existing building six), 5.9 feet (to existing concrete slab), 25.62 feet ( to existing building eight), 10.16 feet (to existing building ten), side (west) setbacks of nine feet (to existing dumpster enclosure), 117.23 feet (to proposed parking), 23.21 feet (to proposed building eleven), 61.49 feet (to proposed building eleven); rear (west) setbacks of zero feet (to existing pavement) and five feet (to proposed building nine) and 353 parking spaces (0.94/1,000 GFA); 8. That the proposal includes a request for the elimination of the required shrubs in the perimeter landscape buffer to the north and west of buildings two through six, the elimination of the required perimeter landscape buffers on the east side of building six and eight, the elimination of a portion of the required perimeter landscape buffers north of building five and nine, the elimination of a portion of the required perimeter landscape buffer west of building seven, the elimination of the required perimeter landscape buffer south of building nine, the elimination of the required perimeter landscape buffer along the north, south and east property lines adjacent to the existing creek and drive to remain, the elimination of the required trees along a potion of the south property line, the elimination of the required foundation plantings along the north and west building facades of buildings two through six, the elimination of the required foundation plantings along the north building facade of building six, the elimination of the required foundation plantings along the east building facade of building nine, a reduction to the required area of landscaped islands from 150 square feet to 128 square feet, a reduction to the required number of trees from 215 to 159 Community Development Board October 15, 2013 FLD2013-0401�—Page 10 � L11.u1 r,ALQ! Level II Flexible Develo ment lication Review PLnrrxixc&nEVeLOPMErrr P MP DEVELOPMENTREVIEWDMSION i �..,,..-•,,� . ��,:�� .. ,. . . and increase the number of parking spaces in a row from 10 spaces to 15 spaces as part of a Comprehensive Landscape Program under the provisions of Community Development Code Section 3-1202.G; and 9. There are no active Code Compliance cases for the subject property. Conclusions of Law The Planning and Development Department, having made the above findings of fact, reaches the following conclusions of law: l. That the development proposal is consistent with the Standards as per Tables 2-1301.1. and 2-1304, Community Development Code; 2. That the development proposal is consistent with the Flexibility criteria as per Section 2- 1304.D., Community Development Code; 3. That the development proposal is consistent with the Flexibility criteria for a Comprehensive Landscape Program as per Section 3-1202.G., Community Development Code; and 4. That the development proposal is consistent with the General Standards for Level Two Approvals as per Section 3-914.A., Community Development Code. Based upon the above, the Planning and Development Department recommends APPROVAL of Flexible Development application to permit the addition of 208,149 square feet of manufacturing to an existing manufacturing use in the Industrial/ Research and Technology (IlZT) District with a lot area of 772,704 square feet, a lot width of 499.91 feet (along Calumet Street) and 329.74 feet (along Hercules Avenue), front (north) setbacks of 35.45 feet (to existing building six) and zero feet (to existing sidewalk); front (east) setbacks of zero feet (to existing pavement), 25 feet (to proposed building nine) and 20.65 feet (to proposed pavement); front (west) setbacks of six feet (to existing concrete pad), zero feet (to existing access walk), 24.35 feet (to existing buildings four and five), and 19.14 feet (to existing building six); side (north) setbacks of zero feet (to existing pavement), 3.49 feet (to existing pavement), 15.02 feet (to existing building seven) 19.62 feet to (existing building one),six feet (to existing concrete slab), 13.55 feet (to existing building ten), 4.83 feet (to proposed pavement), 0.73 feet (to existing pavement), five feet (to proposed building nine), zero feet (to existing pavement), 48.58 feet (to proposed parking); side (south) setbacks of zero feet (to existing pavement), zero feet (to proposed building nine), five feet (to proposed parking), 62.99 feet (to proposed building eleven); side (east) setbacks of zero feet to (existing pavement), 11.04 feet (to existing building six), 5.9 feet (to existing concrete slab), 25.62 feet ( to existing building eight), 10.16 feet (to existing building ten), side (west) setbacks of nine feet (to existing dumpster enclosure), 117.23 feet (to proposed parking), 23.21 feet (to proposed building eleven), 61.49 feet (to proposed building eleven); rear (west) setbacks of zero feet (to existing pavement) and five feet (to proposed building nine); a building height of 34 feet; and 353 parking spaces as a Comprehensive Infill Redevelopment Project, under the provisions of Community Development Code Section 2-1304.D.; as well as the elimination of the required shrubs in the perimeter landscape buffer to the north and west of buildings two through six, the elimination of the required perimeter landscape buffer on the east side of building six, the elimination of a portion of the required perimeter landscape buffer north of building fve, the elimination of a portion of the required perimeter landscape buffer west of building seven, the elimination of the required perimeter landscape buffer east of building eight, the elimination of the required perimeter landscape buffer north of building nine, the elimination of the required perimeter landscape buffer south of building nine, the elimination of the required perimeter landscape buffer along the north, south and east property lines adjacent to the existing Community Development Board October 15, 2013 FLD2013-04017 — Page 11 � C��l Tlt�l�l Level II Flexible Develo mentA lication Review PLANHING&DEVELOPMENT p pP DEVELOPMENf REV7EW DMSION ° �..1-�......-o.,-._.,..., ��,�� •�� creek and drive to remain, the elimination of the required trees along a potion of the south property line, the elimination of the required foundation plantings along the north and west building facades of buildings two through six, the elimination of the required foundation plantings along the north building facade of building six, the elimination of the required foundation plantings along the east building facade of building nine, a reduction to the required area of landscaped islands from 150 square feet to 128 square feet, a reduction to the required number of trees from 215 to 159 and increase the number of parking spaces in a row from 10 spaces to 15 spaces as part of a Comprehensive Landscape Program under the provisions of Community Development Code Section 3-1202.G., subject to the following conditions: Conditions of A�proval: 1. That the final design and color of the buildings be consistent with the elevations approved by the CDB; 2. That all signage be reviewed and approved pursuant to the City's sign ordinance and that the maximum square footage of any freestanding signs be limited to the minimum permitted by the CDC with regard to area, height and number without the opportunity to apply for a Comprehensive Sign Program; 3. That issuance of a development permit by the City of Clearwater does not in any way create any right on the part of an applicant to obtain a permit from a state or federal agency and does not create any liability on the part of the City for issuance of the permit if the applicant fails to obtain requisite approvals or fulfill the obligations imposed by a state or federal agency or undertakes actions that result in a violation of state or federal law; 4. That all other applicable local, state and/or federal permits be obtained before commencement of the development; 5. That application for a building permit be submitted no later than October 15, 2014, unless time extensions are granted pursuant to CDC Section 4-407; 6. That prior to the issuance of any building permits, the Fire Department may require the provision of a Water Study performed by a Fire Protection Engineer in order to ensure that an adequate water supply is available and to determine if any upgrades are required by the developer due to the impact of the project. The water supply must be able to support the 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 percent of its rated capacity; 7. That the proposed solid waste enclosure match the existing buildings with regard to fit, finish and materials and that evidence of same be submitted to and approved by Staff prior to the issuance of any permits; 8. That prior to the issuance of any building permits the location and visibility of electric equipment (electric panels, boxes and meters) be reviewed and, if located exterior to the building where visible from any street frontage, be shown to be painted the same color as the portion of the building to which such features are attached; 9. That prior to the issuance of any permits, the correct heights of proposed buildings nine and eleven be shown on the architectural plans; and 10. That prior to the issuance of any permits, all Engineering, Environmental, Land Resources, Parks and Recreation, Solid Waste, Stormwater and Traffic Engineering conditions be met. Prepared by Planning and Development Department Staff: M thew Jackson, Planner III ATTACHMENTS: Photographs Community Development Board October 15, 2013 FLD2013-04017 — Page 12 ; "s��x M� � ��,� s�; . � /ti�~ � �_� ..� `'. y'�� - .. . ' ., . . �s "' - � . �`"`-. . � . .� �'^" x �.' ��. �_� .. ' `� . . Looking northeast at the southwest corner of the subject property. C i�- . �;�'�{ ' �,� b�d' "'�� ,, , . ti �,. � G �� f >� li ;a�° T� �;�°�A4 M1 !} �..re ..,..�,ey�".�'` . ,. . . _ t::'1 :�.Rn4( ti Looking west at southeast corner of the subject property. — �Y _ 1 Looking north from the southeast corner of the subject property. �� ;�� ,.. �� : .,_,--- � - � .- z f, .. -- �.. '! __.- rG v�.... .., . _ . . � . . ,. � . - _„ . r_ . ,_. _ .y�+ _ _ . y _'. � " ' , . . �� . _.. . . � � � �.."'_" ...---• � '1.. .-�.. . '. _....._ . • _,_ - -' �� Looking west at the location of proposed building nine. � . ,� I� ` ,� � ' ��,'`� -,.��i,; _ a ��. : _� y.,�,yi�,.,,., '..-......-. . . �+ . _ , . ,. , '. .. ' ` . " s � - ' ``+-." �., . ._.. -� . . . _ . .�~ �. �,y � ..,. .. . "''�� ' '_ . Looking west along the south property line of the subject property. L 1 Looking south from the southeast corner of the subject property. 1925 Calumet Street FLD2013-04017 Page 1 of 2 � .. . ��.. ,��f, �€9 ,:.. 'r�...�� i�l .. � � � r � ,;``�� Looking west at north entrance to subject property from Hercules Avenuc. �� _ '� ' .... � � 1w'Y ryF t x� �I' ' t �. � ,. ' r....�'_ e`�-`.x..;� �r �i. �.,.=t. .. . . � � � - Looking south at subject property to the east and surrounding properties. � � � � �- � � � W ...,._...� Looking west at subject property to the south and sunounding properties. � `�" �.�y�:.,� r 4'� � �_ n ( ��. r �� k .hL t` i I `...>� - �.... »-� _ _ .. „' ". .. �.. ��r . _��I�� z�ii�-�r�� ~�+1��+ . , .. � ..�. . . Looking southeast at the southwest corner of the subject property. 1925 Calumet Street FLD2013-04017 Page 2 of 2 Matthew Jackson 100 South Myrtle Avenue Clearwater, Florida 33756 (727) 562-4504 matthew. jackson(a�mvclearwater.com PROFESSIONAL EXPERIENCE ❑ Planner III February 2013 to present City of Clearwater, Clearwater, Florida Duties include performing the technical review and preparation of staff reports for various 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. o Planner II City of Clearwater, Clearwater, Florida May 2011 to February 2013 October 2008 to June 2010 Regulate growth and development of the City in accordance with land resource ordinances and regulations related to community development. Landscape plan review including: conceptual, and variance. Reviews and analyzes site plans and conducts field studies to determine the integrity of development plans and their compatibility with surroundings. Interdepartmental and zoning assistance. Respond as a City representative to citizens, City officials, and businesses concerning ordinances and regulations. Make recommendations and presentations at staff level at various review committees, boards, and meetings. ❑ Planner I Calvin-Giordano and Associates, Fort Lauderdale, Florida May 2005 to December 2007 Project manager for various development applications such as plat, site plan, rezoning and variances. In-depth government agency, in-house and client coordination to ensure that the projects maintained submittal schedules stayed within budget constraints and attained approval. Schedule and lead project kick-off ineetings, ensure municipal project conditions were resolved, produce supporting documents and make site visits as well. Research and prepare due diligence reports including subject matter such as zoning, land uses, densities, available public utilities and land development costs. Member of emergency mitigation committee formed to prepare and mitigate for natural or man-made disasters affecting Calvin, Giordano and Associates and local municipalities. ❑ Manager Church Street Entertainment, Orlando, Florida September 1999 to February 2004 Supervised and managed daytime and nighttime operations of a bar and nightclub entertainment complex including 100+ staff. Conducted hiring and training operations including security and inventory control. Managed and reconciled nightly gross revenues as well as preparing and delivering deposits. Assisted in taking inventory and preparing weekly inventory orders, marketing and special events. ❑ Linguist IIS Army, Fort Campbell, KY October 1991 to October 1995 Maintain fluency in the Arabic language and knowledge of customs and culture as well as military readiness for possible deployments or training operations. Co-managed intelligence gathering operation in Haiti including coordination between multiple Special Forces units and civilian authorities. Interpreter between U.S. and Egyptian soldiers during training exercises. Liaison between Special Farces battalions to coordinate certification training. EDUCATION ❑ Master of Arts, Urban and Regional Planning, Florida Atlantic University, 2007 ❑ Bachelor of Arts, Urban and Regional Planning, Rollins College, 2004 .� � � � j � � Planning & Development Departmen# FlexibTe Devel+�prnent Application Attuctled Dwellings, M�xed-Uses ot• Non-Residerrtial Uses !T IS lNCt1MBEN7 UPUN 7HE APPI.ICANT TO SUBMIT G[?MPlEiE AND CQRRECT INF�lRMATION. ANY Ml5l.EADINC�, DECEI�TIVE, INC�JMPLE7E QR 1NCdRR€CT INFORMATIQW MAY tNVALiDATE YOUR APPLICA710N. Atl {1PP�tCAT1f3N5 ARE TU Bf FILLED OUT COMPLETEIY AIVD CORRERLY, AND SUBM ITTEQ IN PERSON (N+O FAX OR DE�IVERIESj TO THE PLAN►tiIiNG & DEVEL4RMENT DEPARTMENT BY NOON �N THE SCHEDULED DEADLINE �ATE. A TOTAL �F 11 COMPLFTE SETS t)F PLANS A►ND APP�ICAI"14N MATERtALS (1 ORIC,1NAl AND 10 COPIES) AS REQUIRED WITHIN ARE TO BE SUBMITTEU FC1R RE1/IEW BY THE DEYEtOPMENT REVlEW COMMITTEE. SUBSEQUENT SUBMl7TAL FQ�i TNE COFVIMUN#7Y DEVEtiJPMENT BpA�RQ WILL R�QUIRE 15 C4MPLETE SETS Qf PIAN� AND APPIlCATIpN MA7ERIAtS (1 ORIGIN/#E t4ND 2A COPIESj. PIANS At+ID 14PPLIC/�T1Q1►1S ARE REQUIftE[l► TO BE COLLATED, STAPLED AND F�LDED INTO SETS. 1"HE APPUCANT, BY FIIING THiS APPCICATIQN, AGREES TO Cf.�MPLY WlTH ALL APPI.ICABLE REQUIREMENTS DF THE CQkJIMIJNITY DEVELOPAlkENTGODE. FIRE DEPT PRfL1MARY StTE PLAN REWIEW �EE. $200 APPItC/�TICEN FEE. $1,205 F*ROPERTY OWNER {PER DEEDj; Instrument Transformers �f1C. Ma��iN� �a��fss. P. 0. Box 4900 De_pt. 201 _ PHONE rtunnBE�: 727 - 687 - 3125 Ennaa�: Ray.Penkalski@ge.com a+�En�� t�� R�paES�NrATrvE= Ray Penkalski ►�aiuN�,a�Q��ss: 1907 Calumet Street, Clearwater, Florida 33765 P�aoNE Nunn�E�: 727 - 687 - 3125 �nn�a��; Ray.Penkalski@ge.com aaoR�ss oF suat�cr pRO��RTr: 1925 Calumet Street Clearwater Florida 33765 �ARCE� �un�a�R{sy: 01-29-15-00000-340-1500 iE�Ai aESC��zio►v� See attached sheet "Attachment A" p�oaas�o us��s�: Light industrial manufacturing t�ES�RiP�'►aN o� ��quEST. For claritv, the specific deviations being requested are delineated and described on saE�t�;�a!►y ;�e�r,t� rne re��PSr Sheet No. C2.1 of the submitted plans. (inclu�le �r1 reqvested cad�e f1e.�r'bflity; e.q., redrtcYlon in rer��+irPrl number c�j pvrking spaces, herght, setbacks, !ot size, lot wictth, specific use, efC_)- Planning & Devalopment Department, 140 5. Myrtie Avenue, Glearwater, FL 33756, Tei: 727-562�+E567; Fax: 727-562�4865 Rage 1 of 8 Rsvised 6i/12 a r 1��t��r � .� Planning �& I3evelopment Department Fle�bie Development App►lication I�ata Sheet PLEASE ENSU'RE THA'� THE FOLLOWINS INFORMATIGIN 15 FltLED �UT, IN IT5 ENTIRETY. FAi�URE TO COMPtETE THlS FORM WlLL RE5LtLT IN YaUR ARPLlG1TI4N B�ING FOUNQ INtO�MPLETE AND PQSSMBIY dEFERRED Ut�7lL TFFE �OLI�OWIN�'., APPL4CATIQN CYCLE. ZON�NG DISTRIC7; . :►t t • IRT E}i1S71NG USE {currentiy existing on site}: �I�t IC1dUSt('la� Cl'1811Uf8CtUfIC1Q, PRUPOSED USE {new use, if any; p►us Pxi<ting, i# to rpmain)� �I ht industrial manufacturin SITE AREA: %%Z,704 sq. ft. GRt}55 FLOOR AREA (total square #ootage of ali buiidings}: Exis��,�� 168,354 __ 5q. ft. Praposed: ZOH,149 sq. ft. Maximum Allowable: 579,528 sq. ft. 17.74 acres GROSS FIOQR AREA (total square footage deuoted to each use, if there wiN be multiple uses): �F�st Use: 376�503 �� se��,� �5�: --- sq. �c. ihird use: --- �q, ft. FLOOR ARER fiAiiO (i�stal square footage of af8 buildin�s divided by the total square footage pf entire site). EXRSting: 25% Proposea: 49% Maximum All€�wable: 75% BUILDfN�G CBVERA�aE/FOOTPRINr jis` floor square footage of all buildingsj; Ex�st�n�, 131,324 sq. tt. { 17 � ot s�te) Prop�sed� 195,896 sq. fit. t 25.4 x of site) Maximum Permitted: 579�528 sq. #t. ( 75 % of site) Gi2EEIV SPAGE WITHIN VEWI�UtAlt USE AREp {green ipace within the parking lot and interior of site; nat perimeter buffer}: Existing: 33,236 sq, ft. ( 4.3 %of sitej Proposed: 20,769 sq. ft. ( 2.7 % of site) bf FttGULAR USE AREA {park+ng spates, clrive aisles, loading areaj. Existing. 196,174 sq. ft, { 25.4 Prvpc�sed: 200.302 sq. ft. { 25.9 � af site) % of sitej Ptanning & Develapment Departme�st, 104 S. Myrtle Avenue, Glearwat$r, F� 33756, Te�: 727-562-45G7; Pax: 727-5&2-4885 Page 3 of 8 Revised 01f12� IMPERVIOUS SURFACE RATIO (total square footage of impervious areas divided by the total square footage of entire site): Existing: 61 % Proposed: 77% Maximum Permitted: 95% DENSITY (units, rooms or beds per acre}: Existing: --- Proposed: --- Maximum Permitted: --- BUILDING HEIGHT: Existing: Proposed: Maximum Permitted 36' 34' 50' OFF-STREET PARKING: Existing: 306 Note: A parking demand study must be provided In conjunction with any request Proposed: 353 to reduce the amount of required off-street parking spaces. Please see the Minimum Required: SEE PARKING STUDY pdopted Parking Demand Study Guidelines for further information. WHAT IS THE ESTIMATED TOTAL VALUE OF THE PROJECT UPON COMPLETION? $14.1 MILLION ZONING DISTRICTS FOR ALL ADJACENT PROPERTY: North: See Attached Map Z-1 South: See Attached Map Z-1 East: See Attached Map Z-1 west: See Attached Ma� Z-1 STATE OF FLORIDA, COUNTY OF PINELLAS I, the undersigned, acknowledge that all Sworn to and subscribed before me this representations made in this application are true and day of accurate to the best of my knowledge and authorize . to me and/or by City representatives to visit and photograph the who is personally known has property described in this application. produced as identification. Signature of property owner or representative Notary public, My commission expires: Pianning & Development Department, 100 S. Myrtle Avenue, Clearwater, F� 33756, Tel: T27-562-4567; Fax: 727-562-4865 Page 3 of 7 Revised 01/12 � ('� Planning & Development Department � 1,� �t��t�� Fle�ible D�evelo ment A lication P PP General Applicability Criteri� PRt�VtDE CUMRLE'iE RESPOMSES Tp �ACH fi1F THE Slit (6) GEMERAI APPIICABIIITY CRITERIA fKPtAINING HOW, IN DETAtI, THE CRITERION IS 8E#NG COMPLIED WMTN PER tHiS DEVELRPMENT PRQPOSAI. 1. The propased development of the land wiil be �n harmony with the scale, buik, coverage, density and charatter of adj�c�ent prnperties in whith it is located. See Attachment C 2. The proposed develapment wi;l nat hinder or discourage the appropriate deve{oprnent and use of adjacent land and builc3ings or s�ignificantly impair the ualue thercof. The development, should it proceed, would be in harmony with the adjacent property uses and zonings and does not encroach on the development ability of the surrounding properties or buildings. The proposed building meets all applicable setbacks and coverage requirements for a property zoning IRT. The project would continue to sustain and would promote future growth and development resulting in an increased value of real estate for the surrounding property owners. 3. The proposed development will nat adversely a�fe�ct the health or safety or persor�s resid'+ng ar working in tF�e neighborht�4d af ihe proposed use. The development, should it proceed, is an expansion to an existing manufacturing facility and does not change the existing character of the industrial and manufacturing neighborhood in which in resides. The submitted traffic study shows the adjacent transportation infrastructure is sufficient to support the proposed expansion without reducing the level of service. Additionally, the proposed development, should it proceed, will improve the appearance of the property along Calumet Street and Hercules Avenue. 4. The propased develapmer�t is des�gned to minimize traff�� congestion. The proposed development, should it proceed, would improve localized traffic flow and has multiple access points with good access to both Calumet Street and Hercules Avenue. 5. �he proposed deveiopment is consistent �nrith the community character of the immediate viciniry of the parcel praposed for deve#opment. The proposed development, should it proceed, would be consistent with the community character in the immediate vicinity and promotes growth and development. This area is primarily an Industrial and Manufacturing area which is consistent with the proposed development. 6. The design af the proposed deueiopment �inimizes adverse effects, including vi3ual, ocousii�; and qlfac[Ury anci huurs oi operation impacts, on adjacent praperties. The development would minimize adverse effects since all manufacturing activities will be contained within the existing and proposed buildings. Since the existing facility currently operates on a 24 hour rotation the proposed development, should it proceed, would not cause an increased impact to surrounding property owners. Visual, acoustic and olfactory impacts to the surrounding properties are minimized by the unique site layout that confines the shipping and receiving activities to the center of the property which would be surrounded by the existing and proposed buildings. Planning � Develaprr�ent Department, �oo s. r�yrt►e Avenue, Glearwaier, Fl 33i56, Tet; 727-562-45G7, Fax: 727-562-4$6S Page 6 Qi 8 Revisett 01l12 (' Piaaning & Uevelopment Department � l�i '�� Flexible Develo ment A Iication P pp �` Flexibility Criteria PRCMVIDE CfJMPLETE RESPONSES TO TtfE APPCIGIBLE fLEXIBiUTY' CRITERiA ft?R THE SPECIFK 1tSE(Sj BEIMG REQUESTED AS SET Ff3RTH IN TIiE ZiDNING dISTRiCCtS) {N 1NMICti THE SIJBJECT PROPERTY I510GATED. EXPLAIN H�W, IN DETAIL, EACH CRITEitIOM 15 BEING fiOMPUEO WtTH PER THIS QEL/ELOPMENt7 PRflPOSAL (USE SEPARATE St1EET5 AS IVECESSARY). �, * SEE ATTACHED SHEET "ATTACHMENT B" 2. " SEE ATTACHED SHEET "ATTACHMENT B" 3. * SEE ATTACHED SHEET "ATTACHME a. ' SEE ATTACHED SHEET "ATTACHMENT B" �, * SEE ATTACHED SHEET "ATTACHMENT B" 6, * SEE ATTACHED SHEET "ATTACHMENT B" �. * SEE ATTACHED SHEET "ATTACHMENT B" g. " SEE ATTACHED SHEET "ATTACHMENT B" Planning & C1ev�lo�ment Department, 104 S. Niyrtis Ave�ue, Ctearvvater, FG 33756, Te#: 727-582-456T; F�x: 727'-582-4866 Page 7 af 8 RevlSed 01112 � ii ; PEann�ng 8t ��velogme�#.�}ep�artr�e�t � �'��G��' �� ►�� .��►��c�� « .� � � �� . .�� - � Afi�±d�v��" �ci �ll�u�ho��e ,�►;g��i��'��ep�re�e�n��t�v�� 1. Pr�vfde- narries �f a!! {aroperty owners cin ae�d — PitIN'f fuFi »�m�s: `�1S'�2��.er�'� ��m��.;� C ._____. 2, '%hat �! at�fwe �r+�) t#i� ovr�er{s} �nd Ce�.ard title hotder{s} o..f the F�i�oWi�R.iiescribeit pro ertY� 1925 Calumet Street L�.� �"C�. i'" l�.�.�*>`�. �� i� `*�. l`ZC.�� ^1 Q ""'�,f �� C;IParwatPr_ FI 3:i7Fi5 �. T��t ihi5:pro}ierty c�r�sE�tuies the pr.c�p�r#y €er u,rhich a raqu.�s�.Fc�r {+�es�ribe ret�u�st}: Flexible infill development approval d. That:�F►e-und�rsign�d {h3s,f!►�v$} �ppoint�d and (doesrdo'j appoint: Kevin M. B�num, PE ..____ .. ...:� � �4 4h�sJtF��ir) a�e:nk{�s} tn� �xpci�te �n�r pPUtEOi�s tsr afhPr dQCUmenis-nc�cs?�tsa►y ta affect siuch �t��ftic�n; 5. ihat'thF's �i#ici�Yit-has b�en e?s+�cutei! tr� indu�e th� City o� clrnrwater, �IDtida cn tonsid�r �ttd act �r� �h� ahove de��ribed prope'rty; .. G. 'f13�t`�site visits io th� pr�;p�YCy are netessary by �ty repC�S.�nia�iYes iit ;orde� C� process t#��s.�pplicuilpr�. �nd the �+�n�r 7uthcrr'sze� Gitjr repr�sen�Ca�iv�s #o'uisit aqd pMvtragraph th�;prop9tty �d�sea'�8e+� in this applitatipn,' 7. ihat (#%w�j, The undieers'sgrt��f�uthority herEkaY ifl't t�e foregoing bs tru� and �rrect� �,,.�-,.�� C"��}- st..�t ..�.. Ptop , Y t3w�5�r .____�.. Property Qwner ..... Proper4y t�}wner .�._. � t?rop+�rkY Q!�+rner STA'Y'� O�"FI:QlrIC�A, �t3t7NTY UF t�IN�SLLA`S B�Ft7I�� FJI�'TFfE t�N[��RSIt'31`I�D,.A0�1 OFFi��Ft a11�`f �t�Nlt�IS�it>N�p tfY T}�� I�tVif� (7�"�;H� S�'�1't'E f�� [:i�t�1�2A, �?N �r�+� s . , � � �a�r r�� _ � ��...r-y�.l ..._._. �: �"a 1 `�. . ��r�sc��.�:� A��;a��ra w 1/WH� N�VihIG,B��td FlRS�` Qtl�Y 5"Vii�Rl� 1C`Utili�EiZS'fAN f�S TI1E CGINT�N1`S pF TH�-AFFi[��'VI7' T11�tA`i"-H�'lSHE St(3P+IEG►. 1�ATt�.�EN i�GFIQOL�Y MM�1►1'+rMN� • 3t�lt a1 fta� Ml Gorp111. � M�!► �, Yf11� _ _� C� � EE i�11it hlatltY Pubii�� 7� : My GartifniSSioci F.at�i�►'�s: ��s,L.��_.i �...� F�tIYlitl� &[let�elb{sT»ept pol�ft11i1+tJ3�: 14U'S,;My►4ie AYtrriu�: K'.la9s'YVate�',..RL 3378s, '�8t: 7�7�6��5ail�: F?I�t: 7'�7-6�2-48G5 �.8 Q1 � fi6ul��t1':01ti2 ATTACHMENT A ITI Instrument Transformers 1925 CALUMET STREET CLEARWATER, FL 33765 PARCEL # 01-29-15-00000-340-1500 LEGAL DESCRIPTION: A PARCEL OF LAND LYING WITHIN THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 1, TOWNSHIP 29 SOUTH, RANGE 15 EAST AND THE NORTHEAST 1/4 OF THE NORTHWEST 1/4 OF SECTION 12, TOWNSHIP 29 SOUTH, RANGE 15 EAST ALL IN PINELLAS COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: AS A POINT OF REFERENCE COMMENCE AT THE NORTHEAST CORNER OF THE NORTHWEST 1/4 OF SECTION 12, TOWNSHIP 29 SOUTH, RANGE 15 EAST, PINELLAS COUNTY, FLORIDA AND PROCEED N 89�2'21" W, ALONG TH E NORTH BOUNDARY OF THE NORTHWEST 1/4 OF SAID SECTION 12, A DISTANCE OF 50.01 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE AND THE POINT OF BEGINNING; THENCE S 00°t7'46" W, ALONG SAID WESTERLY RIGHT-OF-WAY LINE, A DISTANCE OF 171.55 FEET TO A POINT ON THE NORTHERLY RAILROAD RIGHT-OF-WAY LINE; THENCE N 72�55'04" W, ALONG SAID NORTHERLY RI GHT-OF-WAY LINE, A DISTANCE OF 1139.02 FEET TO A POINT ON THE WEST BOUNDARY OF THAT CERTAIN PARCEL DESCRIBED IN OFFICIAL RECORDS BOOK 8136, PAGE 873 OF THE PUBLIC RECORDS OF PINELLAS COUNTY, FLORIDA; THENCE N 04°48'11" W, ALONG SAID WEST BOUNDARY, A DISTANCE OF 302.92 FEET; THENCE N 00°10'30" W, ALONG SAID WEST BOUNDARY, A DISTANCE OF 59.90 FEET; THENCE S 89�0' 46" E, A DISTANCE OF 60.00 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY LINE OF CALUMET STREET; THENCE N 00°13'30" W, ALONG SAID EASTERLY RIGHT-OF-WAY LINE, A DISTANCE OF 499.91 FEET TO THE POINT OF CURVATURE OF A CURVE CONCAVE SOUTHEASTERLY, HAVING A RADIUS OF 113.99 FEET AND A CHORD WHICH BEARS N 45°16'32" E, A DISTANCE OF 162.61 FEET; THENCE ALONG THE ARC OF SAID CURVE TO THE RIGHT, AND ALONG SAID EASTERLY AND SOUTHERLY RIGHT-OF-WAY OF CALUMET STREET, A DISTANCE OF 181.06 FEET; THENCE S 89°10'50" E, A DISTANCE OF 64.47 FEET; THENCE S 00�2'39" E, A DISTANCE OF 239.75 FEET; TH ENCE S 89°10'47" E, A DISTANCE OF 199.99 FEET; THENCE N 00°17'42" W, A DI STANCE OF 30.00 FEET; THENCE S 89°14'51" E, A DISTANCE OF 292.98 FEET; TH ENCE S 00°18'15" E, A DISTANCE OF 100.01 FEET; THENCE S 89�4'29" E, A DI STANCE OF 100.00 FEET; THENCE S 00�8'54" E, A DISTANCE OF 147.04 FEET; TH ENCE S 89�9'24" E, A DISTANCE OF 134.44 FEET; THENCE N 00�3'15" W, A DI STANCE OF 46.50 FEET; THENCE S 89�1'51" E, A DISTANCE OF 160.78 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE; THENCE S 00°18'24" E, ALONG SAID WESTERLY RIGHT-OF-WAY LIN E, A DISTANCE OF 108.39 FEET; THENCE N 89�1'35" W, A DISTANCE OF 394.98 FE ET; THENCE S 00°15'33" E, A DISTANCE OF 46.10 FEET; THENCE S 89�0'48" E, A DIS TANCE OF 395.00 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE; THENCE S 00°i2'55" E, ALONG SAID WESTERLY R IGHT-OF-WAY LINE, A DISTANCE OF 49.80 FEET; THENCE N 89�4'28" W, A DIS TANCE OF 358.76 FEET; THENCE S 00°19'57" E, A DISTANCE OF 424.56 FEET; TH ENCE S 54�6'43" E, A DISTANCE OF 158.35 FEET; THENCE N 89°43'35" E, A DI STANCE OF 212.97 FEET TO THE POINT OF BEGINNING. CONTAINING 17.74 ACRES, MORE OR LESS. Proposal/For Planning Purposes Only/Contingent on Final Business Approval � Z�� HERCULES AVE. � IANG & ASSC�CTA'I� ;S ,�acooss��. EB 1826 _ �_,�� , , A � ENGINEERSJARCHITECTS, INC. ��n�� P►��: �at9) e3aosos es� s. �uwt�rrrw ave FiUf: {8131839+i618 TAMPI�fIORIDA33611 � c � � � � �a � �� JOB N4.: 3CAtE: 241 �22 i" = 2D0' �tAwN: KMB �_ � c�EC�o: OATE: I REFER TO DWG: �-�'�� ATTACHMENT B The following are responses to "Flexibility Criteria for Comprehensive Infill Redevelopment Projects" (as found on page 7 of 8 of the "Flexible Development Application".) We are requesting deviations because the development or redevelopment is otherwise impractical without such deviations from the use and/or development standartls set forth in this zoning district. Due to the existing boundaries around this site, which include a CSX Rail Line to the south and numerous other similarly zoned properties, we are requesting the attached variances which include a reduced southern boundary and minor variations in the landscape buffers to increase the development viability for expanding the light manufacturing capabilities of this site. 2. The proposed development of this project should it proceed, would 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, The proposed development should it proceed is in scale, kind and nature of the adjacent properties and similarly zoned. The use is light industrial manufacturing, and the expansion of this plant will increase jobs in the local work force and bring skilled labor to the area, increasing the economic impact of this facility. The facility has multiple access points to both Calumet Street and Hercules Avenue, access to local roads and highways, and is centrally located in the county. The proposed development should it proceed is consistent with the planning objectives and further supports the adjacent properties with increased value, production, exposure, and potential job creation. 3. The proposed development should it proceed, would not impede the normal and orderly development and improvement of the surrounding properties. The proposed development should it proceed would improve the potential development of surrounding properties by improving the traffic flow, landscape, aesthetics, and character of the zoning district. 4. Adjoining properties will not suffer substantial detriment as a result of the proposed development. Rather, the adjoining properties will improve and benefit from the proposed development should it proceed with improved property boundaries, fencing, landscape, character and aesthetics, Proposal/For Planning Purposes Only/Contingent on Final Business Approval 5. The proposed use should it proceed, shall: a. Be permitted in this zoning district as a flexible development use as it is consistent with the goals and policies of the comprehensive plan and code. b. Be a significant improvement and economic contributor to the City's economic base by diversifying the local economy and creating skilled jobs for an established Company. c. Be an expansion and redevelopment of an existing economic contributor to the City as a globally recognized Company. d. Not provide for the provision of affordable housing, as it is not related. e, Be proposed for redevelopment in an area that is already characterized by other manufacturing and industrial uses, f. Not provide working waterfront use, as it is not related. 6. Flexibility with regard to use, lot width, required setbacks, height and off-street parking are justified based on demonstrated compliance herein with all of the following objectives: a. The proposed development should it proceed would not impede the normal and orderly development and improvement of the surrounding properties. The proposed development should it proceed would improve the potential development of surrounding properties by improving the traffic flow, landscape, aesthetics, and character of the zoning district. b. The proposed development should it proceed, complies with all applicable design guidelines adopted by the City. c. The design, scale antl intensity of the proposed development should it proceed support the established or emerging character of the area. The development is in character with adjacent properties, borders a CSX Rail Line along its length, and meets a reasonable height as to not impede on surrounding properties. d. The proposed development should it proceed, forms a cohesive, visually interesting and attractive appearance by incorporating the following design elements: i. Use of architectural details such as reveals, reglets, windows, overhangs and color ii. Maintains all setbacks or increases such setbacks iii. Variety in color and or texture e. The proposed development should it proceed, provides for appropriate buffers, with enhanced landscape design and appropriate distances between buildings. Proposal/For Planning Purposes Only/Contingent on Final Business Approval Attachment C The adjacent properties are zoned IRT, M-1, M-2. The development proposed by this project, should it proceed, would not exceed the scale, density, thresholds, or heights for an IRT zoned property. The existing and proposed use would continue to be Light-Industrial Manufacturing, which is consistent with the zoning and future land use of the surrounding properties. To characterize the surrounding properties, information available from the Pinellas County Property Appraiser's Office is utilized below for comparison to the proposed development. The property directly to the South is an existing CSX rail that is in character with the proposed Light- Industrial Manufacturing. The properties directly abutting along the Northern boundary general consist of other Manufacturing and Warehouse facilities of similar type construction and are listed below: Owner: Property Size Land Use: Property Use Structure Type & SF CLEARWATER TOP CO INC (01-29-15-00000-340-1400 ) 1.1 Acres Light Manufacture Garage type units complex - rented to small businesses, retail, wholesale or manufacturing Concrete Blk/Stucco, 6,968sf Owner: WOLF, EDWARD 1 LLC (01-29-15-00000-340-1100 ) Property Size: 0.86 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 6,036sf Owner: GESSERTS INC (01-29-15-00000-340-0900) Property Size: 0.63 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 9,782sf Owner: Property Size: Land Use: Property Use: Structure Type & SF Owner: Property Size Land Use: GENED LLC (01-29-15-00000-340-3000) 0.92 Acres Light Manufacture Garage type units complex - rented to small businesses, retail, wholesale or manufacturing Concrete Block, 4,058sf WEISS, HANNATRE (01-29-15-00000-340-3100) 0.82 Acres Off Bldg 1 Story Page 1 of 3 � 8 Attachment C Property Use: General Office - Non-Professional One Story (advertising, travel & employment agencies, pest control Structure Type & SF: Concrete Block, 3,880sf The properties directly abutting along the Eastern boundary consist of Warehouse and Light Manufacturing land uses of Concrete Block and Metal construction as listed below: Owner: MENAUL PROPERTIES LLC (01-29-15-00000-340-3300) Property Size: 0.42 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 6,416sf Owner: S B J RESCH FAMILY PARTNERSHIP LTD (01-29-15-00000-340-3510) Property Size: 1.26 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 15,202sf Owner: Property Size: Land Use: Property Use: Structure Type & SF WILD TURKEY LAND DEVELOPMENT II LLC (01-29-15-00000-340-3600) 2.65 Acres light Manufacture Business Park/Flex Prefinished Metal, 33,264sf Calumet lies to the West of the proposed project and properties across Calumet Street consist of other Light Manufacturing and Warehouse type facilities as listed below: Owner: RANGE ROAD PROPERTIES LLC ( 01-29-15-00000-340-2500) Property Size: 0.32 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 5,552sf Owner: RANGE ROAD PROPERTIES LLC (01-29-15-00000-340-2400) Property Size: 0.43 Acres Land Use: Light Manufacture Property Use: Light Manufacturing, Small Equipment Mfg. Plant, Electronic, Small Machine Shop, Instrument Mfg., Pr Structure Type & SF: Concrete Blk/Stucco, 12,306sf Owner: Property Size: Land Use: RING G M B H(01-29-15-00000-340-1800) 0.54 Acres Warehouse Stor/Dist Page 2 of 3 � Attachment C Property Use: General Warehouse Structure Type & SF: Concrete Block, 9,070sf Owner: PORRELLO REAL ESTATE INVESTMENTS LLP (01-29-15-00000-340-1810) Property Size: 0.55 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 8,864sf Owner: BOGART, PATRICK C (01-29-15-00000-340-1700) Property Size: 0.51 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 7,500sf Owner: SOUTHPORT CONSTRUCTION CORP (01-29-15-00000-340-1600) Property Size: 1.64 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 15,OOOsf Owner: NEWCOMBE, DANIEL R (01-29-15-00000-340-1300) Property Size: 0.41 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 7,200sf Directly abutting the property to the Southwest is also characterized as Light Manufacturing as listed below: Owner: Property Size Land Use: Property Use Structure Type & SF: PELICAN BAY LTD INC (01-29-15-00000-340-2710) 1.5 Acres Light Manufacture Light Manufacturing, Small Equipment Mfg. Plant, Electronic, Small Machine Shop, Instrument Mfg., Pr Concrete Block, 2,083sf & Concrete Blk/Stucco 7,422sf & Prefinished Metal, 24,080sf Therefore, when you consider that the directly adjacent properties and those properties across Calumet have similar type building construction in Concrete and Metal and the property uses and land uses are of similar type to the proposed development, it can be concluded that the proposed development should it proceed, would be coherence and representative of the existing developments in the area. Page 3 of 3 LL ° � rwater > � Planning & Development Department Comprehensive Landscaping Application IT IS INCUMBENT UPON THE APPLICANT TO SUBMIT COMPLETE AND CORRECT INFORMATION. ANY MISLEADING, DECEPTIVE, INCOMPLETE OR INCORRECT INFORMATION MAY INVALIDATE YOUR APPLICATION. ALL APPLICATIONS ARE TO BE FILLED OUT COMPLETELY AND CORRECTLY, AND SUBMITTED IN PERSON (NO FAX OR DELIVERIES) TO THE PLANNING & DEVELOPMENT DEPARTMENT BY NOON ON THE SCHEDULED DEADLINE DATE. A TOTAL OF 11 COMPLETE SETS OF PLANS AND APPLICATION MATERIALS (1 ORIGINAL AND 10 COPIES) AS REQUIRED WITHIN ARE TO BE SUBMITTED FOR REVIEW BY THE DEVELOPMENT REVIEW COMMITTEE. SUBSEQUENT SUBMITTAL FOR THE COMMUNITY DEVELOPMENT BOARD, IF NECESSARY, WILL REQUIRE 15 COMPLETE SETS OF PLANS AND APPLICATION MATERIALS (1 ORIGINAL AND 14 COPIES). PLANS AND APPLICATIONS ARE REQUIRED TO BE COLLATED, STAPLED AND FOLDED INTO SETS. THE APPLICANT, BY FILING THIS APPLICATION, AGREES TO COMPLY WITH ALL APPLICABLE REQUIREMENTS OF THE COMMUNITY DEVELOPMENT CODE. PROPERTY OWNER (PER DEED): Instrument Transformers, �I1C. MAILING ADDRESS: P. �. BOX 4900 D@pt. ZO'I PHONE NUMBER: 72] - 6$% - 3�25 Ennai�: Ray.Penkalski@ge.com AGENT OR REPRESENTATIVE: R8V P2flI(BISICI Maiurv� a��RESS: GE Multilin Transformers, 1907 Calumet Street, Clearwater, Florida 33765 PHONE NUMBER: ]2] - 6$] - 3�25 EMAi�: Ray.Penkalski ange.com ADDRESS OF SUBJECT PROPERTY: 'I925 CalUlll@t Stfe@t, Clearwater, Florida 33765 DESCRIPTION OF REQUEST: �19ht IC1dUSt�la� t118C1Uf8CtUf1Cig Specifically identify rne request See attached letter from Anderson/Lesniak Limited (include all requested code flexibility,• e.g., reduction in required number of parking spaces, height setbacks, lot size, lot width, specific use, etc.): STATE OF FLORIDA, COUNTY OF PINELLAS I, the undersigned, acknowledge that all Sworn to and subscribed before me this day of representations made in this application are true and . to me and/or by accurate to the best of my knowledge and authorize City representatives to visit and photograph the Kevin M. Bynum, PE , who is personally known has property described in this application. Signature of property owner or representative produced Notary public, My commission expires: as identification. Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tei: 727-562-4567; Fax: 727-562-4865 Page 1 of 2 Revised 01/12 LL o Planning & Development Department ��arwater Com rehensive Landsca in A lication P P g pP � Flexibility Criteria PROVIDE COMPLETE RESPONSES TO EACH OF THE FIVE (� FLEXIBILITY CRITERIA EXPLAINING HOW, IN DETAIL, THE CRITERION IS BEING COMPLIED WITH PER THIS COMPREHENSIVE LANDSCAPING PROPOSAL. 1. Architectural Theme: a. The landscaping in a Comprehensive Landscaping program shall be designed as a part of the architectural theme of the principal buildings proposed or developed on the parcel proposed for the development. See attached letter from Anderson/Lesniak Limited OR b. The design, character, location and/or materials of the landscape treatment proposed in the Comprehensive Landscaping program shall be demonstrably more attractive than landscaping otherwise permitted on the parcel proposed for development under the minimum landscape standards. See attached letter from Anderson/Lesniak Limited 2. Lighting. Any lighting proposed as a part of a Comprehensive Landscaping program is automatically controlled so that the lighting is turned off when the business is closed. See attached letter from Anderson/Lesniak Limited 3. Community Character. The landscape treatment proposed in the Comprehensive Landscape Program will enhance the community character of the City of Clearwater. See attached letter from Anderson/Lesniak Limited 4. Property Values. The landscape treatment proposed in the Comprehensive Landscaping program will have a beneficial impact on the value of the property in the immediate vicinity of the parcel proposed for development. See attached letter from Anderson/Lesniak Limited 5. Special Area or Scenic Corridor Plan. The landscape treatment proposed in the Comprehensive Landscape Program is consistent with any special area or scenic corridor plan which the City of Clearwater has prepared and adopted for the area in which the parcel proposed for development is located. See attached letter from Anderson/Lesniak Limited Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562�865 Page 2 of 2 Revised 01/12 COMPREHENSIVE LANDSCAPING APPLICATION — FLEXIBILITY CRITERIA September 13, 2013 1) REQUESTED LANDSCAPE WAIVERS: Eliminate perimeter Landscape buffer on east side of Buiiding 6 Eliminate perimeter Landscape buffer on west side of Building 7 Eliminate perimeter Landscape buffer on east side of Building 8 Eliminate perimeter Landscape buffer on north side of Building 9 Eliminate Building Foundation east side of Building 9 Eliminate perimeter Landscape buffer on north and south sides of creek Eliminate required trees from north side of entry drive from Hercules Avenue Eliminate required trees from the Landscape buffer on the south (railroad) Eliminate perimeter Landscape buffer on southwest side of Entry roadway from Calumet Eliminate Building Foundation planting on west side of Buildings 2-6 Eliminate required shrubs from the Landscape buffer on the west side of Buildings 2-6 Eliminate required shrubs from the Landscape buffer on the north side of building 6 Reduce Total Required Trees from 215 to 196 LANDSCAPE DESIGN PROPOSED IS BETTER THAN THE MINIMUM LANDSCAPE STANDARDS The proposed plant palette includes a wide selection of mostly native trees, shrubs and ground cover. Interior Greenspace areas exceed the minimum requirements and have been heavily planted with masses of ornamental grasses, ground cover and dwarf shrubs. The proposed Landscape will create a pleasing environment for the employees and surrounding properties and exceeds the minimum Landscape Standards. 2) LIGHTING The exterior lighting will be pole and building mounted full cutoff, dark skies LED fixtures. They will be controlled by Time Clock and Photo eye sensors. All City of Clearwater Lighting Ordinances will be followed. 3) COMMUNITY CHARACTER The plan indicates the removal of a number of invasive exotic trees from the property. This will reduce the spread of these invasive species to surrounding properties and provide additional areas for new landscape. The proposed perimeter trees will grow and create a green screen between the property and its perimeter roadways. This will enhance the esthetic appeal of the property and contribute to the beautification of the community. 4) PROPERTY VALUES The property will be transformed from an industrial environment with little greenspace to a lushly planted "campus like" environment. Green buffers will block views of the parking areas from public view. The trees in the parking islands will provide shade for humans and habitat for birds, squirrels and insects. The attractive landscape will be esthetically pleasing and will increase the value of the abutting properties. 5) SPECIAL AREA OR SCENIC CORRIDOR PLAN A variety of trees have been specified to provide color and seasonal change through the year. The Crape Myrtles will have lavender blooms in the summer, the Maples will have red foliage in the fall and the Cypress will have bright green foliage in the spring. The Muhly Grass will have bright pink plumes in the fall and the Downy Jasmine willed be covered with white flowers in the spring. The plant palette for this design will provide seasonal interest all year long and the resulting landscape will be an asset to the City of Clearwater. a��o�oa�� ENGINEERS, INC. Harry M. Long, Jr., PE Alexander M. Long, AIA Curtis R. Wasko, PE Paul E. Wieczorek, PE Sentember 13, 2013 Maynard L. Lemke, AIA r Paul W. Portal, AIA Mr. Matthew Jackson City of Clearwater 1907 Calumet Street Clearwater, FL 33756 ❑ www.longandassociates.com RE: CASE NUMBER: FLD2013-04017 —1925 CALUMET STREET Dear Mr. Jackson, Enclosed please find our submittal of revised plans, calculations, applications, and studies for the above referenced project, These items were revised based on the comments received on the DRC meeting held on September 5, 2013. The most notable change to the plans includes the demolition and replacement of Building 9 as discussed during the DRC meeting. This changed the deviations being requested as shown on the enlarged plan sheets and as summarized on Sheet C2,1. Since this change also changed the total square footage being proposed by the project, we are submitting revised Applications, Parking Study, Traffic Study and Drainage Calculations that were updated accordingly. In addition to the changes associated with Building 9, we have revised the Landscaping Plans to address a comment stating, "Trees around the pond shall not be planted more than 6" below the top of bank". Based on addressing this comment and the Building 9 changes, we have revised the requests in the Comprehensive Landscaping Application. One new request is to "Reduce total required trees from 215 to 196". We appreciate the City's attention to this important project. Please feel free to contact us if you have any questions. Respectfully, � Kevin M. Bynum, PE Senior Civil Engineer Long & Associates Architects/Engineers, Inc. 4525 S. Manhattan Avenue Tampa, FL 33611 4525 South Manhattan Avenue, Tampa, Florida, 33611-2305 T: (813) 839-0506 F: (813) 839-4616 AAC001624 1828 Q60013991 La��OC��La4C�� ENGINEERS, INC. Harry M. Long, Jr., PE Alexander M. Long, AIA Curtis R. Wasko, PE Paul E. Wieczorek, PE Maynard L. Lemke, AIA Se tember 10, 2013 Paul W. Portal. AIA � Mr. Matthew Jackson City of Clearwater 1907 Calumet Street Clearwater, FL 33756 � w w w. I o n g a n d a s s o c i a t e s. c o m RE: OPTION E DEVELOPMENT REVIEW APPLICATION COMMENTIRESPONSE TO DRC COMMENTS (DATED 08/30/2013) Dear Matthew, We have reviewed the comments received from the City of Clearwater on the DRC (August 30, 2013), and we offer the following responses. ENGINEERING REVIEW Prior to Building Permit 1. As per Community Development Code Section 3-1701, Sidewalks required, Plan considerations, if the remodeling of an existing structure will exceed by 50% of the assessed evaluation of the property where a sidewalk does not exist, an applicant shall provide for construction of a sidewalk in an easement or right-of-way. If the property owner qualifies for an exception, the property owner shall pay a fee in lieu of construction the sidewalk to be used to construct a sidewalk at a future date. Please show the proposed sidewalk on the plans. Response: Acknowledged, no objections. Plans currently show sidewalks will be constructed in the R/W along Calumet and Hercules. 2. As per Community Development Code Section 3-1907B, Sidewalks/Bicycle Paths and City Construction Standard Index No. 109 for Sidewalks, applicant shall bring all sub-standard sidewalks and sidewalk ramps adjacent to or apart of the project up to standard, including A.D.A. standards (raised detectable tactile surfaces or truncated domes per FDOT Index #304 and 310FY 2012/13). Response: Acknowledged, no objections. 4525 South Manhattan Avenue, Tampa, Florida, 33611-2305 T: (813) 839-0506 F: (813) 839-4616 AAC001624 1828 Q60013991 Mr. Matthew Jackson September 10, 2013 Page 2 3. Please provide the following notes to the demolition sheets: • All utilities shall be cut and capped prior to demolition. The Wastewater Supervisor sha►I be notifietl. • All existing utilities shall be protected during demolition. • Demolition shall not cause any service interruptions for other utility customers. • Water meters, double-detector checks and backflow preventers are ownetl by the City of Clearwater. The City shall remove and retain these items. Response: Acknowledged, no objections. See Notes J— M on Sheet D0.1. 4. If the proposed project necessitates infrastructure modifications to satisfy the site-specific water capacity and pressure requirements and/or wastewater capacity requirements, the modifications shall be completed by the applicant antl at their expense. If underground water mains and hydrants are to be installed, the installation shall be completed and in service prior to construction in accordance with Fire Department requirements. Response: Acknowledged, no objections. 5. Gravity sewer is available approximately 750 feet away from the proposed lift station. Please consider tying into this system. Response: Noted, prior to submittal of building plans the feasibility of using a gravity connection will be investigated and utilized if possible. Prior to Certificate of Occupancy 1. Applicant shall have completed the vacation of County easements and the dedication of necessary City easements prior to C.O. Response: Acknowledged, no objections. The Owner shall submit one set of as-built drawings signed and sealed by a State of Florida Registered Professional Engineer for the installation of all water, sanitary sewer and storm structures installed at the site. These drawings shall be sent to the Engineering Department, Municipal Services Building, 100 South Myrtle Avenue, Room 220. The City inspector will field verify the submitted as-builts for accuracy. Once the Owner has a set of City approved as-builts, the Owner shall provide a total of five sets of as-builts to the City and a Certificate of Occupancy shall be issued. Response: Acknowledged, no objections. General Comments 1. Survey Sheet 2, D0.1 and Sheets C0.1 to C0.8 were reviewed for General Engineering criteria. The additional details provided in the plan set may have been necessary for other departmental reviews to provide flexible development approval. Construction details shall be reviewed more thoroughly prior to receipt of the building permit. Response: Acknowledged. Mr. Matthew Jackson September 10, 2013 Page 3 ENVIRONMENTAL REVIEW Prior to Buildina Permit 1. An Asbestos Survey is usually required prior to conducting any tlemolition or renovations, Contact Pinellas County Air Quality (727/464-4422) for more information. Response: Acknowledged, no objections. 2. Prior to issuance of building permit, provide erosion control measures on plans sheet and provide notes detailing erosion control methods. Response: Acknowledged, no objections. General Comments 1. DRC review is a prerequisite for Building Permit Review; additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged. 2. Additional permits from State agencies, such as the Southwest Florida Water Management District or Florida Department of Environmental Protection, may be required. Approval does not relieve the applicant from the requirements to obtain all other required permits and authorizations. Response: Acknowledged. FIRE REVIEW Prior to CDB 1. Sheet C0.8 shows the new rolling gate, this will be required to have a County Knox Electric Key with battery back up. Form may be obtained at the Division of Fire Prevention Services (727) 562-4327 extension 3062. Response: Acknowledged, no objections. Please note the rolling gates were changed to swing gates and the plans now show the Knox Electric Keys, see Sheet C0.5 8� C0.8. 2. Provide and show on the site plan 24 ft. width at driveways / drive aisles for emergency vehicle ingress antl egress for front and rear parking lots. Where driveway is split by an island with one-way traffic each side of island provide and show on site plan minimum 20 ft. width driveway. Response: This was discussed at the D.R.C. meeting September 5, 2013 and from a follow up email from James Keller it was suggested that the width at the driveways could be 16 feet on each side of the 4 foot island. The plans were revised accordingly to show 16 feet on each side of the 4 foot island, see Sheet C0.5 & C0.8. 3. Where underground water mains and hydrants are to be installed, they shall be installed, completed, and in seNice prior to construction as per NFPA-241. All underground fire lines and hydrants must be installed by a contractor with a class I, II or V license. Response: This condition is acknowledged and Note B was added to Sheet C0.2 to reflect this condition. Mr. Matthew Jackson September 10, 2013 Page 4 4. Note: This is a DRC approval only. Other issues may develop and will be addressed at building permit stage. Response: Acknowledged. LAND RESOURCE REVIEW Prior to Building Permit 1. The proposed removal of 21 trees for construction would require the replacement of 64 caliper inches. The landscape plan proposes 643 inches, therefore a 579 inch excess exists. Response: Acknowledged. 2. Apply for a Tree Removal permit for the 21 trees being proposetl for removal. Response: Acknowledged. 3. DRC review is a prerequisite for Building Permit Review, prior to issuance of a building permit any and all performance based erosion and sedimentation control measures must be approved by Environmental and/or Stormwater Engineering, be installed properly, and inspectetl. Response: Acknowledged. PARKS AND RECREATION REVIEW Prior to Buildina Permit 1. 07/18/13: Site data table has been corrected. Open space impact fees are tlue prior to issuance of building permit or final plat (if applicable), whichever occurs first. These fees could be substantial and it is recommended that you contact Debbie Reid at 727-562-4818 to calculate the assessment. Response: Acknowledged. 2. 05/22/13: Site data table neetls to be corrected to reflect existing square footage of building footprint, and proposed square footage of building footprint, in order to determine if P&R impact fees will be due on this project. Response: See above. PLANNING REVIEW Prior to CDB 1. General Applicability Criteria number one — Provide a detailed response on how the proposed development will be in harmony with the scale, bulk and coverage of adjacent properties. 07/25/13: Condition still not met and no specifics were provided in the response addressing the bulk, scale, coverage, density and character of adjacent properties. Response: See Attachment C to revised FLD Application included with this submittal package. Mr. Matthew Jackson September 10, 2013 Page 5 2. General Applicability Criteria number two — Provide a detailed response as the response provided simply restates the criterion. 07/25/13: Condition still not met and no specifics were provided. Response: As discussed during DRC Meeting the City acknowledged the provided response was sufficient. 3. On Sheet C2.1 coordinate with the Traffic Department on the requested deviation item 0.5.1. Response: This comment referred to Item N.5.1 on Sheet C2.1, this item was discussed at the D.R.C. meeting September 5, 2013 and it was determined that there is no deviation request necessary for this item and the request was removed from Sheet C2.1 4. On Sheet C2.1 the parking spaces on the east side of building nine need to be moved closer to building nine to provide 24 feet of back out room pursuant to CDC Section 3-1402.A. If this is not possible remove the parking stalls and adjust the plans, application and parking demand study accortlingly. Response: This was discussed at the D.R.C. meeting September 5, 2013 and with the proposed expansion of Building 9 these spaces were eliminated, a revised parking demand study, and application is included with this response package. 5. On Sheet C2.1, three additional parking stalls may be located next to the 12 parking stalls north of building nine. Response: See response to Comment #4 above. 6. On Sheet C2.1, there is room for three 90 degree parking stalts to the east of building nine if they are oriented so that the wheel stop is parallel to the south property line. Response: This comment appears to be a duplicate of #5, please see response to Comment #4 above. 7. On Sheet C2.1 provide a Code compliant landscape island to the east of the 12 parking spaces. Response: See response to Comment #4 above. 8. The parking note on Sheet C0.1 to protect landscaping is not sufficient to meet Section 3-1204.D. Show on the plans that all lantlscaping which adjoins vehicular use areas or sidewalks is protected by curbing and wheel stops. 07/25/13: Condition still not met and curbing is missing where parking areas are adjacent to required landscaping. Response: The note is for assurance, wheel stops and curb are depicted graphically on the plans, see enlarged sheets C0.3 — C0.8. Additional labels for the curb and wheel stops were added to the plans. The parking note on Sheet C0.1 was updated to direct reader to the enlarged sheets for locations of wheel stops and curbing. 9. On page one of the parking demand study, revise the proposed square feet of warehouse space to 188, 049. Response: The parking study was revised to reflect the proposed replacement of Building 9 as discussed at the DRC meeting. The parking study correctly shows the total proposed square footage of 376,503. Mr. Matthew Jackson September 10, 2013 Page 6 10. It is suggested that in the parking demand study the three work shifts be addressed. Response: The revised parking study acknowledges the three work shifts and the proposed staggering of the shifts. SOLID WASTE REVIEW Prior to CDB 1. SW service drawings have changed. This will need to be discussed. Response: The SW service was discussed directly with Mike Pryor by phone. Additional notes to identify the individual containers were added to sheets C0.5 8� C0.3. Also, added note that all SW dumpsters shall have a lid. STORMWATER REVIEW Prior to CDB 1. The narrative on "Post Development Drainage" section states the drainage basin is 12.13 acres. However, other locations within the report states the drainage basin is 12.54 acres. Please clarify. Response: Calculations and basin area revised to reflect current proposal to replace building #9. The new basin area is 12.925 acres. 2. Please relocate the proposed pond outside of the easement of the existing 60" pipe. Response: Per discussions with City Staff facilitated by Jennifer Shannon, it was agreed that the pond could remain within the easement area. We acknowledge specific conditions will be attached to the easement agreement stating that the Owner will be responsible for reconstruction of the pond should it be affected by the City during maintenance of the existing 60" pipe. The specific easement conditions shall be negotiated during building permitting. 3. Provide calculations demonstrating that the proposed flood plain mitigation area adequately compensates for the loss of flood plain. Response: These calculations are included in the Preliminary Stormwater Calculations report. 4. With the enclosure of the west-to-east ditch, show how the existing storm sewer located along the western side of Calumet r-o-w continues to function. If grades allow, it is preferred that the driveway and drive isle is designed to be an invertetl crown to convey runoff from Calumet r-o-w across the site and tlischarge to the ditch. Otherwise a separate storm sewer system to direct flow from Calumet r-o-w across the site, and a drainage easement over this separate public system shall be dedicated to the City. Response: Detailed construction plans for this area will be submitted for a building permit. The connection is a combination of a storm sewer and surface flow. We have provided an additional easement for the storm sewer system proposed in this area, See Easement #1 on Sheet C1.3. � Mr. Matthew Jackson September 10, 2013 Page 7 5. Please address the volume loss of the existing pond that was taken for building 8 and the increased impervious associated with building 8 that was recently permitted. Response: As discussed during the DRC meeting with City Staff the building 8 project referred to by the above comment will not be constructed. Therefore, there is no volume loss or increased impervious area associated with building 8. This information was also stated in the response to comments letter dated July 10, 2013, building 8 will no longer be expanded and the plans were revised accordingly. 6. Submit an easement plan and associatetl stormwater infrastructures. Plot all existing easements on the plan and indicate whether it belongs to Pinellas County or the City. Also, plot the proposed easements on this plan. The City needs to know this information to review and subsequently require additional plan revisions necessary to indicated whether additional easements are needed to be transferred and/or acquired. Response: Acknowledged, due to the numerous existing and proposed easements a new plan sheet was created to show the requested information. Please see Sheet C1.3. 7. Please provitle drainage easements to the City for future maintenance as follows: • Easement for pipe and box culvert: 2 times the pipe size and 2:1 side slope to finished grades. • Easement for remaining channel: 15' from top of bank on each side of the channel. • Please be advised, the City may not take on the responsibility of maintaining any pipe and/or channel section that does not meet the easement dimensions as specified above. Response: Proposed easements meeting the criteria described above are shown on Sheet C1.2. An additional easement due to comment #4 was added. Please note our property does not include the South half of the remaining channel. A proposed easement for the North half of the remaining channel is shown on Sheet C1.2 8� Sheet C1.3. Acknowledged, please also see response to Comment #2 above. Prior to Building Permit 1. Provide soils report supporting the seasonal high water table used in the design, 44.70 ft. Response: Two seasonal high water elevation markers, in the existing ditch, were verified by SWFWMD District Senior Environmental Scientist Jeff Glas on May 1, 2013 (CT #364652). SHW#1 is 44.64 and SHW#2 is 44.73. 2. Is the proposed pond wet or tlry? Please indicate that on the grading plan and drainage report. Response: Proposed pond is dry. This will be added to the building permit plans, and is now shown on Sheets C0.1, C0.2, & C0.8. 3. Does the proposed pond drawdown its volume within 24 hours or less to meet City's criteria? Response: Drawdown within 24 hours by a sand filter is shown in Appendix C of the submitted Preliminary Stormwater Calculations report. 4. Please provide the CN and time of concentration calculations. Response: Detailed calculations will be provided with building plans submittal package. 5. Please contact Chuck Lane at 727-562-4754 to coordinate on the easements. Response: Acknowledged, will comply. r Mr. Matthew Jackson September 10, 2013 Page 8 6. Trees around the pond shall not be planted more than 6" below from the top of bank. Response: Acknowledged, wili comply. Prior to Certificate of Occupancy 1. A copy of the approved SWFWMD permit shall be provided. Response: Acknowledged, will comply. 2. Prior to scheduling the final Stormwater Inspection, the Contractor shall submit a signed and sealed as-builts certifying that the stormwater system was built per design and meets all regulations. Response: Acknowledged, will comply. General Comments All resubmittals shall be accompanied with a response letter addressing how each department condition has been met. Response: Acknowledged, will comply. 2. DRC review is a prerequisite for Building Permit Review; additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged, will comply. TRAFFIC ENGINEERING REVIEW Prior to CDB 1. Evenly disperse the accessible parking spaces throughout the multiple buildings. Response: As discussed in the DRC meeting, the accessible parking is based on the location of the security entry points at Building 10 and the proposed building. 2. As per 2012 Florida Accessibility Code for Building Construction under Section 206, provide an accessible path from building's accessible entrance to the multiple buildings on site. Response: The accessible paths are shown from the accessible parking stalls to the building entry points. Prior to Buildinq Permit Provide accessible parking stall and accessible sign details compliant with City standards. (Index No. 118 & 119). Response: Acknowledged, will comply. General Notes 1. Applicant shall comply with the current TIF (Transportation Impact Fee) Ordinance antl fee schedule and paid prior to a Certificate of Occupancy (C.O.). The preliminary TIF is $128,093.60. Response: Acknowledged, will comply. Mr. Matthew Jackson September 10, 2013 Page 9 2. DRC review is a prerequisite for Building Permit Review; additional comments may be forthcoming upon submittal of a Building Permit Application. Response: Acknowledged, will compty. Sincerely, LONG 8� ASSOCIATES ARCHITECTSIENGINEERS INC. Kevin M. Bynum, P.E. Civil Engineer KMB/ss ♦. � ��r��t�� Plaaning & Development Departm�n# Flexible Development A►ppiication Attached Dweltin,gs, Mixed-Uses crr N�an-Residential Uses IT 15 INCUMBfNT UPON THE APPLIGANT 70 SUBMIT �OMPk.ETE At�fl GORRECT 1NFURMaT10N. ANY MfSLEADING, DECEPTM1fE, INtOMPLETE i?R INCORRECT INF4RMAilON MkY IIVLIALIDATE YOUR APPLIfATION. ALl APPLMCA7lONS AR� TO BE FIiLELt �U? CCIMPLETEtY AhiD CdRRECfLY, AND SltBMiTTEQ !N PERSON (N() FAX C7R DEl.1VERtES) TO THE PLAWNING & OEVE'LOPMENT DEPARTMENT BY NOON O�rl THE SCHEDULED DEADLINE qATE. A T4TAl OF li CONARLETE SETS �F PWNS ANa APPIIGATION Mp►TERtALS �1(?RIGINAI AND 20 COPIES) AS REQUIRED WiTHIN Alt€ iQ BE SiJBMITTib FC?R REVIEIN BY TkIE D�EYELQPMENT REVIEW' COMMITTEE. SUBSEQtJfNT SLIBMITTAI FflR fiMf COMMtJNlTY DEVECbFN1�NT BOARD WlLI REQUIR� 15 CbMPLEiE SE'I'S Of PlANS AMd APPI.ICATIQN MATER1At5 {1 ORIGINAI AND 1A Ct3P1ES}. PIAt�S �►MD APPIICATiE3N5 ARE REQUIRED TO BE CQl1p1TED, STAPt£D AHlD ��LUED EMTU SE'fS. iHE APPLICANT, �Y Ft�IN� TNIS APPtfCAT1i1N, AGRfES 'TU CC?NMPLY WITH ALC APPLICA8I.E REQUIRfMENTS QF THE [tlMMUNI7Y DEVELOPMfIVT CDU£. FIRE DEPT PREUMARY SITE P�N PtEYIEW FEE: $2�0 APPLICATi�N FEf: $�1,205 PROPERTY OWNER {PER (?fEDJ: Instrument Transformers �C1C. �nAUtN� aoa�fss: P. 0. Box 4900 Dept. 201 p�toN� r�uM�ER; 727 - 687 - 3125 EnnA�L: Ray.Penkalski an,qe.com AGENT {Nt REPRESEt+1TATtV£; Ray Penkalski �naiu�� n�RESS: 1907 Calumet Street, Clearwater, Florida 33765 pHOrvE n�un�e�fR: 727 - 687 - 3125 enn.��: Ray.Penkalski _qe.com aao��ss oF sus��c�r PRO��Rn: 1925 Calumet Street Clearwater Florida 33765 e�ARCE� ►�ut+ns��is): 01-29-15-00000-340-1500 �� E��a�T��: See.��tached sheet "Attachment A" PH�QC�3�u us�Cs�: Light industrial manufacturing DESCRIPTION Of RfQUEST. FOf CIBfItV, the specific deviations being requested are delineated and described on s�e��«ir,� �d��r1� rne r�Auesc , Sheet No. C2.1 of the submitted plans. (inctude oiJ requested code ftexibility,. e_�., rariuction i» required number o,f pvrking spaces, height, setbvcks, lot sire, !ot width, specific c�se, �ic. j. Ptannir�g 8[Tsvetopment pepaKment, 70ti S. Myrtie Avenue, �learwater, �� 33755, Tel: 7Z7-562-4567; Fax: T?7»562-4�5 Pa�g61 oi 8 Reuised 01►13 . + � , . Planning & �evelaprnent Degartment Flexible Deveiapment A�pplicat�on Data Sheet PLEASE ENSURE 7HAi THf FOLLdWING iNFQRMATION i5 FIk.tEG� OUT, IN tT5 EINTIRETY. FAILURE 7t) COMPLETE THtS FORM WiLk. RESULT IN YOUR APPLICATION BEihIG fOUND tN�CQMPLETE AM1FLt Pfl551BLY pEFERRED UIUTIi TFIE Ft7LLOWING ARPLiCAT10N CYCLE. . � F�tTt1RE l.ARtGt t1SE PG4:N CiN ESIGNAT�OM: I RT fXISTING USE (current'ly existing on site}: �I4ht 111tlUStPlB� R1aC1UfaCtllflllg PF2dPU5ED USE {new use, �f any; pl�s existing, �f �o �ema��,y: Liaht industrial manufacturinq s�TE �naea�: 772,704 �q tc. GROSS F140R AREA (total square footage of ali buildings}; Existing: 168,354 sc�. ft. Proposed: 208,149 �a. ft� Maximum AIlawable: 579,528 s4• �� 17.74 a�'�P� GRU55 Fl.{DC3R AREA (tntal squ�re foat�ge devoted to each use, if there witl be multiple uses): F�rst use: 376,503 sq. #t. Secvnd use: ___ sq. ft• �ir�i use: --- ��i• ft� FIQOR AREA FiA710 {total square foaiage af afl buiidk�gs divided by the tatal square foozage of entire slte): Existing: 25% _ Propose�i: 49% Maximum AAouvable: 75% 9l.fiLDIN6 COVERl16Ef FQOTPRINT �2"` floor square iootage of ali buildings): Existing: 131,324 sy. ft. t 17 � ot sice) proposed: 195.896 s4. �. ! 25.4 � of sitel Maximum Perrnittetl: 579,528 sq. ft. � 75 % af site) G1tEEN SPACE WITHIN VEHlCUl11R IfSE AREA �,green zpace within the parkir� lot and intesiar of site; noi p2rimeter bufferJ: Existing: 33L236 sq. ft. � 4.3 %of site) Prnposed; 20,769 sq. ft. ( 2.7 9� of site} VfHICtJtAR USE AREA (parking spaces; drive aisles, loading ar�a�: Existing: 196,174 sq. ft. { 25.4 % af site} Proposed: 200,302 sq, ft ( 25.9 `36 of sitel F1annCng 8 Qsveiapment Department, 100 S. Myrtle Auenue, Glearwater, FL 33756, 7ei. T27-S62-456T; Fax: 72T-562-4885 Page 2 af 8 Revisett Ofli2 n IMPERVIOUS 5URFACE RATIO (total square footage of impervious areas divided by the totai square footage of entire site): Existing: 61 % Proposed: 77% Maximum Permitted: 95% DENSITY (units, rooms or beds per acre): Existing: --- Proposed: --' Maximum Permitted: --- BUIlDIN6 HEIGHT: Existi ng: Proposed: Maximum Permitted 36' 34' 50' OFF-STREET PARKING: Existing: 306 Note: A parking demand study must be provided ln conjunction with any request Proposed: 353 to reduce the amount of required off-street parking spaces. Please see the Minimum Required: SEE PARKING STUDY adopted Parking Demand Study Guidelines for further information. WHAT IS THE ESTIMATEd TOTAL VALUE OF THE PROJECT UPON COMPLETION? $ 14.1 MILLION ZONING DISTRICTS FOR All ADJACENT PROPERTY: North: See Attached Map Z-1 South: See Attached Map Z-1 East: See Attached Map Z-1 West: See Attached Map Z-1 STATE OF FLORIDA, COUNTY OF PINELlAS �� I, the undersigned, acknowledge that alf Sworn to and subscribed before me this _ � 7 day of representations made in this application are true and �� j� �_ to me and/or by accurate to the best of my knowledge and authorize City representatives to visit and photograph the �01,� �� V 1(�l4 ry�—, who is'personally known�s , _.._ prop�r�describ� ed in� is application. produced ' as identification. re of {�roperty owner or representative -� Notary public, �� My commission expires: /a— �� Notary Public State of Fbrida . . Virginia V Souther '�j� My Commission EE 843230 `pf p. Expiroa 12/19/2016 Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-5fi2-456T; Fax: 727-562-4865 Page 3 of T Revised 01/12 � (� Planning & Uevelopm�eni Departrnent � 11 �t��t�� Flexible Develo ment A licatian P I�p General Appli�ability Criteri� PRt3VlDE COMPIETE Rf5PUNSES TO EA£H QF THE SIX �6} GENERAL APPLlCABILi7Y CRI7ERIA EXPlA1N1MG HOW, tN DETAEL, THE CRiTER10N 15 BEtNG CONMPIIED WITH PER THIS DEtMELpPMENT PROPOSAL. 1. The prapo5ed develapmer�t of the land wili be in harmany with the scale, bulk, coverage, density and character of adjacent prope�rties in wh�ch iC �s located. See Attachment C 2. The proposed development will not hinder or discourage the appropriate tlevelopment and use qf adjatent land and buildings or sign'rficantly +mpair the valUe thereof. The development, should it proceed, would be in harmony with the adjacent property uses and zonings and does not encroach on the development ability of the surrounding properties or buildings. The proposed building meets all applicable setbacks and coverage requirements for a property zoning IRT. The project would continue to sustain and would promote future growth and development resulting in an increased value of real estate for the surrounding property owners. 3. The prQposed dev�lopment wili nat adversely affect the health or safety or persons resi�ding or working in tt�e neighborhood of the proposed use. The development, should it proceed, is an expansion to an existing manufacturing facility and does not change the existing character of the industrial and manufacturing neighborhood in which in resides. The submitted traffic study shows the adjacent transportation infrastructure is su�cient to support the proposed expansion without reducing the level of service. Additionally, the proposed development, should it proceed, will improve the appearance of the property along Calumet Street and Hercules Avenue. 4. The �roposed devefopment is designed to minirnize traffic cnngestion. The proposed development, should it proceed, would improve localized traffic flow and has multiple access points with good access to both Calumet Street and Hercules Avenue. 5. The prqposed development is cansistent with ihe cvmmunity character ofi the immediate vicinity of the parcei proposed for developrnent. The proposed development, should it proceed, would be consistent with the community character in the immediate vicinity and promotes growth and development. This area is primarily an Industrial and Manufacturing area which is consistent with the proposed development. 6. The rlesign of the p�oposed devetop�xyent r�rinimizes adverse effects, including visuai, acoustic and olfactary and haurs of operation impacts, �an adjacent prop�rties. The development would minimize adverse effects since all manufacturing activities will be contained within the existing and proposed buildings. Since the existing facility currently operates on a 24 hour rotation the proposed development, should it proceed, would not cause an increased impact to surrounding property owners. Visual, acoustic and olfactory impacts to the surrounding properties are minimized by the unique site layout that confines the shipping and receiving activities to the center of the property which would be surrounded by the existing and proposed buildings. Planning 8� Developmeni Uepartment, '!00 S, Myrtle Aveflue. Glearwaker„ Fl 33T58, Tel: T2T-�62-458�; Fax: 72Ta362-48s5 Page 6 oi 8 Revised �1t12 �(� Flanning & Develapment Department �� t,� �� Fl�xible Development Applica�ion �- Flexibility Grit�ria PRO'�IDE Gt9MPLETE RESPt3N5ES TO 7HE �iPPLiCABIE FLEXIgiUTY CRITERIA fOR THE SPEC#FfC USE(Sj BEIN6 REQUES'�ED AS SET FORTH IN T#EE ZUNING D15TRlCT(Sj IN'WHICH THE SUBJEC7 PROPERiY !S LOCATED. EXPLAItV Nt}rM, IN DETAtL, EACH CRITERtON !S BEtNG CC3MPUED WtTH PER TH15 DEVELt1PMEhIT PRO#�QSAL (U5E SEPARATE 51tEETS AS f�ECESSARYj. 1, ' SEE ATTACHED SHEET "ATTACHMENT B" 2. * SEE ATTACHED SHEET "ATTACHMENT B" i �, ' SEE ATTACHED SHEET "ATTACHMENT B" a, ` SEE ATTACHED SHEET "ATTACHMENT B" �, ` SEE ATTACHED SHEET "ATTACHMENT B" 6, ` SEE ATTACHED SHEET "ATTACHMENT B" �. `SEE ATTACHED SHEET "ATTACHMENT B" 8. ' SEE ATTACHED SHEET "ATTACHMENT B" Planning 3� oevelopment De�ar�menG tA0 3. Myrtle Aveilue, Clearwaler, FL 3375&, Tel: 72T-562-4567; Fax: 727-582-�4865 Fage 7 oi 8 Revised QiH 2 � p��r PEanning & D�r�+�iopme�t.Dep�art�er�t ; ��vl �'��►l� �%E"�`E;'��t7 i��fi: � :� p _ �,p� fC�t�:c��► u . :A#��dav�t �i� .�?�tho�� /'��r��eer��.ti�r� �i. Nrovlei��riar►��s�of�all �rtrperty.�o+wn�rs on de�d�— PBtIVT (uil ciam�a: �.1s"�,e�,.t,e� � T�►e,c��S�'aK+�t��k.'s `� � - � -� -- 2. That tt afit►lvr� �re} tt►e owner{s) aC�d reCUr� tf�le ht�kder{s) nf the fivtlou�ing. L�'.s��e.. NEc'�.A.�t. t�� C��t �t a 3. 7h�t 3hls;property constitutes the pr.pperty for whfch'a recle+.�st.far. (des�r`ib� ret�ues#y: Flexible infill development approval 1925 Calumet Street 4. 'that:the un�i�rsign�d �It�s�ha�e) ap�ointed and �doesldoy appoinY: Kevin M.;Bynum�PE --_.___ _ --._ _._..._. ?� Ih�sO�h�ir) e�en#{+�} tp wx�!c�at�.�ny,pe�titions 4r afhs�r dacurnc�nt4-necessary to �ffect 4uch pai#tion; 5. That ihi� ��iiciavft lias �a�en execute� ro:indu�e the City of:�le�rw�ter, �iorid» to c��tsid�r and-att �n th� sbave describeri prop�`r�4'i: G. 'tt�atrrsite vi�it3-to th� ��pe�iy aee neC�s3ary by Gty rep�e5�ntetMYts:en'�r11�r Go �SCt�,c$ss #bis application arid the aYVner authoriz�s Cty ranresentattv�s �o visit ar�d phat�?graph the;Rr�rp¢rty,de3�lbed in t,hi� applicatio+�; 7. Tha# .�(j'w�j, i�e unt3e.rsi�n�tl:authority iieceby c ify t the foregoing Es true �rid I,.,.�;-�-� �, ��.��. �� ' � Pra y Cjw�ef Ptoperty �?wner correct. STA'I'��OF"FiARIC}!i, CU�N`!'Y t�F PiNE�.LAS Pcoperky Qwner Properi;y Owner B��(7Ft� M�'CFI� t1N,C3�F��wIfi��1��,.A�t�t bFF��R DC1L't' �tJiiAMIS�alAI'��p �Y 7'H� L,4Vf1S C3� THE �T'{�'t� C3� �(3Rt�A, �iM1t 'fHIS ? � i3Aw 4F' E��f?,,,iy, � ,_.._.., �� --�.� ,. PERSONALL.YAf'A�AE��p WN4 l-1r�,ViM% B��N Ftf�S7 DULY S1�U'+�FtN D P: S :{�I1�u�.�AYS T!°t�:i` iiEJSHE:F11Lt,Y 11(iIDERS'L41VPS Tli� C`r{}Ni'�NTS G�F TFtE AFFI[��1/IT TI'li�4'�'H�1StiE StC31V�D. . KA�i �CHOt�Y Nobhr lhifllr • 3qlt d HorMl,f � ' �1' � �#�M M�!► i. lOtt _ Ca�witti� +M E� tlp�! Nat�?Y !'ubli�'�i r� ,i+lot � ��MMMtMMNM1r�Aa�, My`��tftmi65ibn EXAit�B: � �. Gt � r�-�7 �_.� Ri�hi�{11� 8� [i6V8�9a{NilBttt 13S{'}�ttiYfQJii, 71?U Fi..QAyF418 Av0iltiQ; CiB81'WetBP>-h't. 837S�i. T9t: 727.662=�4'�ti7; �dX: '12i-�G�#868 �a�:�?0� a �i�Y�$d:vft�'� ATTACHMENT A ITI Instrument Transformers 1925 CALUMET STREET CLEARWATER, FL 33765 PARCEL # 01-29-15-00000-340-1500 LEGAL DESCRIPTION: A PARCEL OF LAND LYING WITHIN THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 1, TOWNSHIP 29 SOUTH, RANGE 15 EAST AND THE NORTHEAST 1/4 OF THE NORTHWEST 1/4 OF SECTION 12, TOWNSHIP 29 SOUTH, RANGE 15 EAST ALL IN PINELLAS COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: AS A POINT OF REFERENCE COMMENCE AT THE NORTHEAST CORNER OF THE NORTHWEST 1/4 OF SECTION 12, TOWNSHIP 29 SOUTH, RANGE 15 EAST, PINELLAS COUNTY, FLORIDA AND PROCEED N 89�2'21" W, ALONG TH E NORTH BOUNDARY OF THE NORTHWEST 1/4 OF SAID SECTION 12, A DISTANCE OF 50.01 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE AND THE POINT OF BEGINNING; THENCE S 00°17'46" W, ALONG SAID WESTERL Y RIGHT-OF-WAY LINE, A DISTANCE OF 171.55 FEET TO A POINT ON THE NORTHERLY RAILROAD RIGHT-OF-WAY LINE; THENCE N 72�5'04" W, ALONG SAID NORTHERLY RI GHT-OF-WAY LINE, A DISTANCE OF 1139.02 FEET TO A POINT ON THE WEST BOUNDARY OF THAT CERTAIN PARCEL DESCRIBED IN OFFICIAL RECORDS BOOK 8136, PAGE 873 OF THE PUBLIC RECORDS OF PINELLAS COUNTY, FLORIDA; THENCE N 04°48'11" W, ALONG SAID WEST BOUNDARY, A DISTANCE OF 302.92 FEET; THENCE N 00°10'30" W, ALONG SAID WEST BOUNDARY, A DISTANCE OF 59.90 FEET; THENCE S 89�0' 46" E, A DISTANCE OF 60.00 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY LINE OF CALUMET STREET; THENCE N 00�13'30" W, ALONG SAID EASTERLY RIGHT-OF-WAY LINE, A DISTANCE OF 499.91 FEET TO THE POINT OF CURVATURE OF A CURVE CONCAVE SOUTHEASTERLY, HAVING A RADIUS OF 113.99 FEET AND A CHORD WHICH BEARS N 45°t6'32" E, A DISTANCE OF 162.61 FEET; THENCE ALONG THE ARC OF SAID CURVE TO THE RIGHT, AND ALONG SAID EASTERLY AND SOUTHERLY RIGHT-OF-WAY OF CALUMET STREET, A DISTANCE OF 181.06 FEET; THENCE S 89°10'50" E, A DISTANCE OF 64.47 FEET; THENCE S 00�2'39" E, A DISTANCE OF 239.75 FEET; TH ENCE S 89°10'47" E, A DISTANCE OF 199.99 FEET; THENCE N 00°17'42" W, A DI STANCE OF 30.00 FEET; THENCE S 89°t4'51" E, A DISTANCE OF 292.98 FEET; TH ENCE S 00°18'15" E, A DISTANCE OF 100.01 FEET; THENCE S 89�4'29" E, A DI STANCE OF 100.00 FEET; THENCE S 00�8'54" E, A DISTANCE OF 147.04 FEET; TH ENCE S 89�9'24" E, A DISTANCE OF 134.44 FEET; THENCE N 00�3'15" W, A DI STANCE OF 46.50 FEET; THENCE S 89�1'51" E, A DISTANCE OF 160.78 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE; THENCE S 00°18'24" E, ALONG SAID WESTERLY RIGHT-OF-WAY LIN E, A DISTANCE OF 108.39 FEET; THENCE N 8921'35" W, A DISTANCE OF 394.98 FE ET; THENCE S 00°15'33" E, A DISTANCE OF 46.10 FEET; THENCE S 8920'48" E, A DIS TANCE OF 395.00 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT-OF-WAY LINE OF HERCULES AVENUE; THENCE S 00°12'55" E, ALONG SAID WESTERLY R IGHT-OF-WAY LINE, A DISTANCE OF 49.80 FEET; THENCE N 89�4'28" W, A DIS TANCE OF 358.76 FEET; THENCE S 00°19'57" E, A DISTANCE OF 424.56 FEET; TH ENCE S 5436'43" E, A DISTANCE OF 158.35 FEET; THENCE N 89°43'35" E, A DI STANCE OF 212.97 FEET TO THE POINT OF BEGINNING. CONTAINING 17.74 ACRES, MORE OR LESS. Proposal/For Planning Purposes Only/Contingent on Final Business Approval � '3' �`'� � „�D� � � � N � N CAIUMET ST. ' � � �� V �� ''� �. . � , � � , . . �� = � � � � � �� . . , �, �. � � .. � �, , � V � � , . . . � � � . . . . . �� . � . � ��. ,� , .� . � � ,, a, � , ��.. ..,.��. �� ` � � ,�. � � �� . �, �.� . � , . , � �� ' ' �`� \ `��, � � � \ \ \` \ � � � `.� � \4 \ � � \ � �\ O � � ��, � � �>,� � � , � � ��,,\� �� .� . � � � �� , � � �. � . . � �V � . �� `. A � � \ �� V �� ''� � � � � . � �, , , .. , � ` � �'� `. � A � � . A . � � o ti � •. � �� V � , \ A. '' '� '� � �° ` � , . � � � � �� V �� . � �� . . � �. �,� � . � � , � , .. �. '� � V `� � ,'., � '. A� �'�. � � A �\ � �' \\�, �,. N ..\ � �.��•\� '.,... ��, � C1 ZONING MAP � � � N �' ��\ � � � � •,� \ �� '. HERCULES AVE. � � c � � � J06 NO.: ��7' t�'L �'5�.�� AAG001624 EB 1828 EIJGINEEiiS/ARCHITECTS, 1NC. �� , PHONE: {813� 83611508 �I5258. MMIHAI7,W AVE c��. ro�mnnnicm TAMPltFLOHJQA33611 �tAwN: KMB CHECKED: DATE: 04•29-13 � � � � � � � r1'� N —i —��1 N � ,� N N � � � � � N I I � � �Z �� 3CALE: 1" = 200' �' � REFER TO DWG: ATTACHMENT B The following are responses to "Fiexibility Criteria for Comprehensive Infill Redevelopment Projects" (as found on page 7 of 8 of the "Flexible Development Application".) We are requesting deviations because the development or redevelopment is otherwise impractical without such deviations from the use and/or development standards set forth in this zoning district. Due to the existing boundaries around this site, which include a CSX Rail Line to the south and numerous other similarly zoned properties, we are requesting the attached variances which include a retlucetl southern boundary and minor variations in the landscape buffers to increase the development viability for expanding the light manufacturing capabilities of this site. 2. The proposed development of this project should it proceed, would 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. The proposed tlevelopment should it proceed is in scale, kind and nature of the adjacent properties and similarly zoned. The use is light intlustrial manufacturing, and the expansion of this plant will increase jobs in the local work force and bring skilled labor to the area, increasing the economic impact of this facility. The facility has multiple access points to both Calumet Street and Hercules Avenue, access to local roads and highways, and is centrally located in the county. The proposed tlevelopment should it proceed is consistent with the planning objectives and further supports the adjacent properties with increased value, production, exposure, and potential job creation. 3. The proposed development should it proceed, would not impede the normal and orderly development and improvement of the surrounding properties. The proposed development should it proceed would improve the potential development of surrounding properties by improving the traffic flow, landscape, aesthetics, and character of the zoning district. 4. Adjoining properties will not suffer substantial detriment as a result of the proposed development. Rather, the adjoining properties will improve and benefit from the proposed development should it proceed with improved property boundaries, fencing, landscape, character and aesthetics. Proposal/For Planning Purposes Only/Contingent on Final Business Approval 5. The proposed use should it proceed, shall: a. Be permitted in this zoning district as a flexible development use as it is consistent with the goals and policies of the comprehensive plan and code. b. Be a significant improvement and economic contributor to the City's economic base by diversifying the local economy and creating skilled jobs for an established Company. c, Be an expansion and redevelopment of an existing economic contributor to the City as a globally recognized Company. d. Not provide for the provision of affordable housing, as it is not related, e. Be proposed for redevelopment in an area that is already characterized by other manufacturing and industrial uses, f. Not provide working waterfront use, as it is not related. 6. Flexibility with regard to use, lot width, required setbacks, height and off-street parking are justified based on demonstrated compliance herein with all of the following objectives: a. The proposed development should it proceed woultl not impede the normal and orderly development and improvement of the surrounding properties. The proposed development should it proceed would improve the potential development of surrounding properties by improving the traffic flow, landscape, aesthetics, and character of the zoning district. b. The proposed development should it proceed, complies with all applicable design guidelines adopted by the City. c. The design, scale and intensity of the proposed development should it proceed support the established or emerging character of the area. The development is in character with adjacent properties, borders a CSX Rail Line along its length, and meets a reasonable height as to not impede on surrounding properties. d. The proposed development should it proceed, forms a cohesive, visually interesting and attractive appearance by incorporating the following design elements: i. Use of architectural details such as reveals, reglets, windows, overhangs and color ii. Maintains all setbacks or increases such setbacks iii. Variety in color and or texture e. The proposed development should it proceed, provitles for appropriate buffers, with enhanced landscape design and appropriate distances between buildings. Proposal/For Planning Purposes Only/Contingent on Final Business Approval 0 Attachment C The adjacent properties are zoned IRT, M-1, M-2. The development proposed by this project, should it proceed, would not exceed the scale, density, thresholds, or heights for an IRT zoned property. The existing and proposed use would continue to be Light-Industrial Manufacturing, which is consistent with the zoning and future land use of the surrounding properties. To characterize the surrounding properties, information available from the Pinellas County Property Appraiser's Office is utilized below for comparison to the proposed development. The property directly to the South is an existing CSX rail that is in character with the proposed Light- Industrial Manufacturing. The properties directly abutting along the Northern boundary general consist of other Manufacturing and Warehouse facilities of similar type construction and are listed below: Owner: Property Size: Land Use: Property Use: Structure Type & SF CLEARWATER TOP CO INC (01-29-15-00000-340-1400 ) 1.1 Acres Light Manufacture Garage type units complex - rented to smali businesses, retail, wholesale or manufacturing Concrete Blk/Stucco, 6,968sf Owner: WOLF, EDWARD J LLC (01-29-15-00000-340-1100 ) Property Size: 0.86 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 6,036sf Owner: GESSERTS INC (01-29-15-00000-340-0900) Property Size: 0.63 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 9,782sf Owner: Property Size; Land Use: Property Use: Structure Type & SF: Owner: Property Size Land Use: GENED LLC (01-29-15-00000-340-3000) 0.92 Acres Light Manufacture Garage type units complex - rented to small businesses, retail, wholesale or manufacturing Concrete Block, 4,058sf WEISS, HANNA TRE (01-29-15-00000-340-3100) 0.82 Acres Off Bldg 1 Story Page 1 of 3 Attachment C Property Use: General Office - Non-Professional One Story (advertising, travel & employment agencies, pest control Structure Type & SF: Concrete Block, 3,880sf The properties directly abutting along the Eastern boundary consist of Warehouse and Light Manufacturing land uses of Concrete Block and Metal construction as listed below: Owner: MENAUL PROPERTIES LLC (01-29-15-00000-340-3300) Property Size: 0.42 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 6,416sf Owner: S B J RESCH FAMILY PARTNERSHIP LTD (01-29-15-00000-340-3510) Property Size: 1.26 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 15,202sf Owner: WILD TURKEY LAND DEVELOPMENT II LLC (01-29-15-00000-340-3600) Property Size: 2.65 Acres Land Use: Light Manufacture Property Use: Business Park/Flex Structure Type & SF: Prefinished Metal, 33,264sf Calumet lies to the West of the proposed project and properties across Calumet Street consist of other Light Manufacturing and Warehouse type facilities as listed below: Owner: RANGE ROAD PROPERTIES LLC ( 01-29-15-00000-340-2500) Property Size: 0.32 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Concrete Block, 5,552sf Owner: Property Size: Land Use: Property Use: Structure Type & SF: Owner: Property Size: Land Use: RANGE ROAD PROPERTIES LLC (01-29-15-00000-340-2400) 0.43 Acres Light Manufacture Light Manufacturing, Small Equipment Mfg. Plant, Electronic, Small Machine Shop, Instrument Mfg., Pr Concrete Blk/Stucco, 12,306sf RING G M B H(01-29-15-00000-340-1800) 0.54 Acres Warehouse Stor/Dist Page 2 of 3 0 Attachment C Property Use: General Warehouse Structure Type & SF: Concrete Block, 9,070sf Owner: PORRELLO REAL ESTATE INVESTMENTS LLP (01-29-15-00000-340-1810) Property Size: 0.55 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 8,864sf Owner: BOGART, PATRICK C (01-29-15-00000-340-1700) Property Size: 0.51 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 7,500sf Owner: SOUTHPORT CONSTRUCTION CORP (01-29-15-00000-340-1600) Property Size: 1.64 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 15,OOOsf Owner: NEWCOMBE, DANIEL R (01-29-15-00000-340-1300) Property Size: 0.41 Acres Land Use: Warehouse Stor/Dist Property Use: General Warehouse Structure Type & SF: Prefinished Metal, 7,200sf Directly abutting the property to the Southwest is also characterized as Light Manufacturing as listed below: Owner: Property Size Land Use: Property Use Structure Type & SF PELICAN BAY LTD INC (01-29-15-00000-340-2710) 1.5 Acres Light Manufacture Light Manufacturing, Small Equipment Mfg. Plant, Electronic, Small Machine Shop, Instrument Mfg., Pr Concrete Block, 2,083sf & Concrete Blk/Stucco 7,422sf & Prefinished Metal, 24,080sf Therefore, when you consider that the directly adjacent properties and those properties across Calumet have similar type building construction in Concrete and Metal and the property uses and land uses are of similar type to the proposed development, it can be concluded that the proposed development should it proceed, would be coherence and representative of the existing developments in the area. Page 3 of 3 LL ° � � rwater U Planning & Development Department Comprehensive Landscaping Application IT IS INCUMBENT UPON THE APPLICANT TO SUBMIT COMPLETE AND CORRECT INFORMATION. ANY MISLEADING, DECEPTIVE, INCOMPLETE OR INCORRECT INFORMATION MAY INVALIDATE YOUR APPLICATION. ALL APPLICATIONS ARE TO BE FILLED OUT COMPLETELY AND CORRECTLY, AND SUBMITTED IN PERSON (NO FAX OR DELIVERIES) TO THE PLANNING & DEVELOPMENT DEPARTMENT BY NOON ON THE SCHEDULED DEADLINE DATE. A TOTAL OF 11 COMPLETE SETS OF PLANS AND APPLICATION MATERIALS (1 ORIGINAL AND 10 COPIES) AS REQUIRED WITHIN ARE TO BE SUBMITTED FOR REVIEW BY THE DEVELOPMENT REVIEW COMMIITEE. SUBSEQUENT SUBMITTAL FOR THE COMMUNITY DEVELOPMENT BOARD, IF NECESSARY, WILL REQUIRE 15 COMPLETE SETS OF PLANS AND APPLICATION MATERIALS (1 ORIGINAL AND 14 COPIES). PLANS AND APPLICATIONS ARE REQUIRED TO BE COLLATED, STAPLED AND FOLDED INTO SETS. THE APPLICANT, BY FILING THIS APPLICATION, AGREES TO COMPLY WITH ALL APPLICABLE REQUIREMENTS OF THE COMMUNITY DEVELOPMENT CODE. PROPERTY OWNER (PER DEED): Instrument Transformers �C1C. MAILING ADDRESS: P. �. BOX 4900 D@pt. 2O'I PHONE NUMBER: ]27 - 6$] - 3�25 EMai�: Ray.Penkalski@ge.com AGENT OR REPRESENTATIVE: R8V P@f1I(BISKI nn,ai�irv� a��RESS: GE Multilin Transformers, 1907 Calumet Street. Clearwater, Florida 33765 PHONE NUMBER: 72] - 6$] - 3�25 EMAi�: Ray.Penkalski(�ge.com ADDRESS OF SUBJECT PROPERTY: 'I925 CalUfll@t Stf@@t, Clearwater, Floritla 33765 DESCRIPTION OF REQUEST: �19ht If1dUSt�lB� I11at1Uf8CtUl'IC1CJ Specifically identify the request See attached letter from Anderson/Lesniak Limited (include all requested code flexibility,• e.g., reduction in required numbe� of parking spaces, height, setbacks, lot size, lot width, specific use, etc.): STATE OF FLORIDA, COUNTY Of PINELLAS Y��\ I, the undersigned, acknowledge that all Sworn to and subscribed before me this � 1 day of representafions made in this application are true and 5�� , c�-.Q �� . to me and/or by accurate to the best of my knowledge and authorize -- -. City representatives to visit and photograph the Kevin M. Bynum, PE , wliQ,is personally knownlhas �_.. � _,_____ ___ ___._ property descr' ' this application. produced "�'� as identification. l / � � �1��?x.n. �. �. U � �a-�� of �roperty owner or representative Notary public, My commission expires: � c�.-` �� I �� Planning 8� Development Department, 100 I: 727-562�567; Fax: 727-562�865 Page 1 of 2 1,Hn � Notary Public State of Florida Revised 01/12 a9 Virginia V Souther �� My Commission EE 843230 oin,� Expiros 12/t9/2016 i,� • • � � i� �t � � 1 �.�..�..�... Planning & Development Department Comprehensive Landscaping Application Flexibility Criteria PROVIDE COMPLETE RESPONSES TO EACH OF THE FIVE (5) FLEXIBILITY CRITERIA EXPLAINING HOW, IN DETAIL, THE CRITERION IS BEING COMPLIED WITH PER THIS COMPREHENSIVE LANDSCAPING PROPOSAL. 1. Architectural Theme: a. The landscaping in a Comprehensive Landscaping program shall be designed as a part of the architectural theme of the principal buildings proposed or developed on the parcel proposed for the development. See attached letter from Antlerson/Lesniak Limitetl OR b. The design, character, location and/or materials of the landscape treatment proposed in the Comprehensive Landscaping program shall be demonstrably more attractive than landscaping otherwise permitted on the parcel proposed for development under the minimum landscape standards. See attached letter from Anderson/Lesniak Limited 2. Lighting. Any lighting proposed as a part of a Comprehensive Landscaping program is automatically controlled so that the lighting is turned off when the business is closed. See attachetl letter from Anderson/Lesniak Limitetl 3. Community Charocter. The landscape treatment proposed in the Comprehensive Landscape Program will enhance the community character of the City of Clearwater. See attached letter from Anderson/Lesniak Limited 4. Property Va/ues. The landscape treatment proposed in the Comprehensive Landscaping program will have a beneficial impact on the value of the property in the immediate vicinity of the parcel proposed for development. See attached letter from Anderson/Lesniak Limitetl 5. Speciol Area or Scenic Corridor Plon. The landscape treatment proposed in the Comprehensive Landscape Program is consistent with any special area or scenic corridor plan which the City of Clearwater has prepared and adopted for the area in which the parcel proposed for development is located. See attached letter from Anderson/Lesniak Limited Planning 8 Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562�865 Page 2 of 2 Revised 01/12 COMPREHENSIVE LANDSCAPING APPLICATION — FLEXIBILITY CRITERIA September 13, 2013 1) REQUESTED LANDSCAPE WAIVERS: Eliminate perimeter Landscape buffer on east side of Building 6 Eliminate perimeter Landscape buffer on west side of Building 7 Eliminate perimeter Landscape buffer on east side of Building 8 Eliminate perimeter Landscape buffer on north side of Building 9 Eliminate Building Foundation east side of Building 9 Eliminate perimeter Landscape buffer on north and south sides of creek Eliminate required trees from north side of entry drive from Hercules Avenue Eliminate required trees from the Landscape buffer on the south (railroad) Eliminate perimeter Landscape buffer on southwest side of Entry roadway from Calumet Eliminate Building Foundation planting on west side of Buildings 2-6 Eliminate required shrubs from the Landscape buffer on the west side of Buildings 2-6 Eliminate required shrubs from the Landscape buffer on the north side of building 6 Reduce Total Required Trees from 215 to 196 LANDSCAPE DESIGN PROPOSED IS BETTER THAN THE MINIMUM LANDSCAPE STANDARDS The proposed plant palette includes a wide selection of mostly native trees, shrubs and ground cover. Interior Greenspace areas exceed the minimum requirements and have been heavily planted with masses of ornamental grasses, ground cover and dwarf shrubs. The proposed Landscape will create a pleasing environment for the employees and surrounding properties and exceeds the minimum Landscape Standards. 2) LIGHTING The exterior lighting will be pole and building mounted full cutoff, dark skies LED fixtures. Theywill be controlled by Time Clock and Photo eye sensors. All City of Clearwater Lighting Ordinances will be followed. 3) COMMUNITY CHARACTER The plan indicates the removal of a number of invasive exotic trees from the property. This will reduce the spread of these invasive species to surrounding properties and provide additional areas for new landscape. The proposed perimeter trees will grow and create a green screen between the property and its perimeter roadways. This will enhance the esthetic appeal of the property and contribute to the beautification of the community. 4) PROPERTY VALUES The property will be transformed from an industrial environment with little greenspace to a lushly planted "campus like" environment. Green buffers will block views of the parking areas from public view. The trees in the parking islands will provide shade for humans and habitat for birds, squirrels and insects. The attractive landscape will be esthetically pleasing and will increase the value of the abutting properties. 5) SPECIAL AREA OR SCENIC CORRIDOR PLAN A variety of trees have been specified to provide color and seasonal change through the year. The Crape Myrtles will have lavender blooms in the summer, the Maples will have red foliage in the fall and the Cypress will have bright green foliage in the spring. The Muhly Grass will have bright pink plumes in the fall and the Downy Jasmine willed be covered with white flowers in the spring. The plant palette for this design wiil provide seasonal interest all year long and the resulting landscape will be an asset to the City of Clearwater. RAYSOR Transportation Consulting TECHNICAL MEMORANDUM T0: Kevin M. Bynum, P.E. Long & Associates, Inc. FROM: Michael D. Raysor, P.E., PTOE RAYSOR Transportation Consulting, LLC. DATE: September 10, 2013 (Revision No. 1) SUBJECT: Parking Study GE Site - 1925 Calumet Street (G-188 Project Banner) This memorandum documents a parking study to evaluate the adequacy of parking for the proposed expansion of the GE site located at 1925 Calumet Street, referred to as G-188 Project Banner. Z.O PROJECT DESCRIPTION The project site is located on the west side of Hercules Avenue, generally between Calument Street (to the north) and the rail line to the south, at 1925 Calumet Street, in the City of Clearwater, Florida. The project site currently consists of 196,572 square feet of light industrial / manufacturing facilities, and is proposed to be expanded by 179,931 square feet to a total of 376,503 square feet of light industrial / manufacturing facilities. Access to the site is currently provided via Calumet Street and two direct connections to Hercules Avenue. Upon expansion, these connections are proposed to remain, whereas the southern direct connection to Hercules Avenue will be improved. Z.O PARKING DEMAND ANALYSIS The parking study was performed in accordance with the Institute of Transportation Engineers (ITE) Parking Generotion (ITE, 3rd edition, 2004), pursuant to ITE land use categories 110 (General Light Industrial) and 140 (Manufacturing). Specifically, the parking demand for the project site (upon expansion) was estimated using ITE's parking data referenced as "Average Peak Period Parking Demand", as summarized in Table 1.0 below and further documented in Attachment "A". 19046 Bruce B. Downs Blvd, Suite 308 . Tampa, FL 33647 .(813) 625-1699 .(813) 413-7432 fx , � RAYSOR Transportation Consulting PAGE 2 of 2 TABLE 1.0 PARKING DEMAND $UMMARY General Light 2 z 110 0.75vehiclesper1,000ft 376,503ft 282vehicles Industrial 140 Manufacturing 1.02vehicles per1,000ftz 376,503ft2 384vehicles As shown in Table 1.0, the results of the analysis identified an estimated peak period parking demand ranging from 282 vehicles to 384 vehicles. 3.O FINDINGS He CONCLUSION Pursuant to the project site plan, 353 parking spaces will be provided upon expansion of the subject project; whereas this value is within the range of the estimated peak period parking demand, and closer to the higher end of the range as shown in Figure 1.0. FIGURE 1.0 PARKING $UPPLY & DEMAND 282 sp. Parking Supply 384 sp. 353 sp. �. «< Parking Demand Range »> In addition, the site currently operates with three shifts and will continue to operate with three shifts upon expansion; whereas these shifts do not overlap and thus the parking demands for this particular site are anticipated to be less than those estimated by the ITE data. Therefore, it is concluded that adequate parking will be provided for the proposed project site upon expansion. 19046 Bruce B. Downs Blvd, Suite 308 . Tampa, FL 33647 .(813) 625-1699 .(813) 413-7432 fx 0 ATTACHMENT "A" - ITE Parking Generation Excerpts �and Use: 110 Generat �ight Industri�l Average Peak Perir�d Parking Demand vs. 1,f�00 sq. ft. GFA On a: Weekday Peak Pe�iod Number of Study Sites Auera e Size of Stu � Average Peak Period F Standard Deviatian � Coefficien# of Varlation ---___ _...�_ Range 85th Fercentile __ �3rd Percentile f:GU—�J;UU B.FYI.; ' 11:00 a_m.-12:0� p.m.; ' 1:Ofl-3 QQ p.m. -- ._ _— _. �..____._. _� -- — 7 _..__..______- ' ._— ---- . ....___ _____ ._.. _ ,ites 21 Q,OOQ s�C . f4. GFA ___ ._ �_ ___._ _ __ . ---- ►rking Demand 0.75 vehicles per 1,0�0 sq. ft. GFA _ _ _._ W 0.33 _`� _ __�.. __ . _._.-- �__. ____ 44°io ---__. _ �__ _. .. .-- _.. 0.36-1.19 vehicles per �.00a Sa. ft. ��a __ _._ _ __ _ .._ � 1 13 veh�cles pet 1,�q0 sq. ft. GFA .._— __ _ _.__ _ ._ � 0,49 vehicies1aer 1,400 sq. ft. GFA Weekday Peak Periad Parking Demand �, 6DQ _ � i.� 500 _ � } 40Q � � 30tJ � ', � 2i}d : t�. n 1 UQ �;, a. � �,,.-. � Q + Actual C?ata P�ints . ,- .+- � � � ,.- .- ..- � r r 4 ,'' P=0.61x+6 R� = C}.81 200 400 fi00 800 i x= 1,4p4 sq. ft. GFa Fitfed Curve - - - - Average Ra4e tnsti[u� ot Tr,a+�partation Engineers 31 �� Fa�sang G�neradian. ;ird Edi�i�� .,,�„�.� �"` ATTACHMENT A- 1 of 2 ATTACHMENT "A" - ITE Parking Generation Excerpts . ,� . . Av�rage P+eak Period Parking Demand vs: 9,DOti sq. ft, GFA Un a: Weekday � . � - ' � • * • � � ' ti� ��3i� __ . _._--- +qi , � �� '- � ' %, i* "j �-JQ . ; "iti ' ,� 100 ; �. n� : � 50 ; �� ts. p . _ a �o i . 1 Cl0 150 x= 1,000 sq. ft. GFA + Actual Data Faints �ua� �t'ir�orta�on E,�seers 37 ATTACHMENT A- 2 of 2 � 200 2�0 ?�rk�rr� Gen�tmn, 3rd E�;stir.n , � � 1 � i � � ' ' � , ' � ' � � � � G-188 PROJECT BANNER TRAFFIC STUDY Prepared For: Long & Associates, Inc. 4525 South Manhattan Avenue Tampa, Florida 33611 Prepared ey: RAYSOR Transportation Consulting, LLC. 19046 Bruce B. Downs Boulevard, Suite 308 Tampa, Florida 33647 (813) 625-1699 � (813) 413-7432 fx ENB No. 27789 Revision No. 1 September 12, 2013 ' ' , ' � � , ' � ' i , ' i 1 i ' , ' PROFESSIONAL ENGINEERING CERTIFICATE I hereby certify that I am a registered professional engineer in the State of Florida, practicing with Raysor Transportation Consulting, LLC., a corporation authorized to operate as an engineering business (ENB No. 27789), by the State of Florida Department of Professional Regulation, Board of Professional Engineers, and I have prepared or approved the evaluation, findings, opinions, conclusions, or technical advice hereby reported for: PRO�ECr: G-188 Proiect Banner LOC,4Ti0tv: Clearwater, Florida REPORT DATE: Septemb2� 12, 2013 (Revision No. 1) PREPARED FOR: Lon� & Associates, Inc. I acknowledge that the procedures and references used to develop the results contained in this report are standard to the professional practice of transportation engineering as applied through professional judgment and experience. NAME: P.E. NO.: DATE: SIGNATURE: RAYSOR Transporfation Consulting G-188 PROJECT BANNER TRAFFIC STU DY CONTENTS SECTION1.0 Introduction ................................................................................................................. 1 SECTION 2.0 Project Site Trip Generation ......................................................................................... 1 SECTION 3.0 Project Site Trip Distribution ........................................................................................ 3 SECTION4.0 Study Area .................................................................................................................... 3 SECTION5.0 Traffic Volumes ............................................................................................................ 8 SECTION 6.0 Analysis Scenarios ........................................................................................................ 8 SECTION 7.0 Intersection Analysis .................................................................................................... 8 SECTION 8.0 Roadway Segment Analysis .......................................................................................... 17 SECTION 9.0 Site Access Analysis ...................................................................................................... 17 SECTION10.0 Conclusion .................................................................................................................. 18 TABLES TABLE 1.0 Trip Generation Summary ............................................................................................... 3 TABLE 2.0 Intersection Analysis Summary ........................................................................................ 15 TABLE 3.0 Roadway Segment Analysis .............................................................................................. 17 FIGURES FIGURE 1.0 Project Site Location ...................................................................................................... 2 FIGURE 2.0 Project Traffic Distribution & Assignment (AM Peak Hour) ........................................... 4 FIGURE 3.0 Project Traffic Distribution & Assignment (PM Peak Hour) ........................................... 6 FIGURE 4.0 Traffic Volumes - Existing ............................................................................................... 9 FIGURE 5.0 Traffic Volumes - Background ........................................................................................ 11 FIGURE 6.0 Traffic Volumes - Total (with Current Project Entitlements) .......................................... 13 APPENDICES ' APPENDIX A: Methodology APPENDIX B: Trip Generation ' APPENDIX C: Traffic Count Data APPENDIX D: Historical Growth Trend ' APPENDIX E: Intersection Analysis APPENDIX F Segment Analysis APPENDIX G: Turn Lane Warrants , G-188 Project Banner - i- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 � RAYSOR Transporfation Consulting G-188 PROJECT BANNER TRAFFIC STU DY SECTION Z.O INTRODUCTION This report documents a traffic study to evaluate the proposed expansion of the GE site located at 1925 Calumet Street. The project site is located on the west side of Hercules Avenue, generally between Calumet Street (to the north) and the rail line to the south, at 1925 Calumet Street, in the City of Clearwater, Florida (refer to Figure 1.0). The project site currently consists of 196,572 square feet of manufacturing facilities, and is proposed to be expanded by 179,931 square feet to a total of 376,503 square feet of manufacturing facilities. Access to the site is currently provided via Calumet Street and two direct connections to Hercules Avenue, as discussed below. Upon expansion, these connections are proposed to remain, whereas the southern direct connection to Hercules Avenue will be improved. • The site access connection via Calumet Street will provide for both project ingress and egress. • The central project driveway currently provides for truck traffic (egress only), and is not anticipated to accommodate additional traffic during AM and PM peak periods upon site expansion. It is noted that this driveway is covered by an ingress/egress easement and its use is shared with adjacent property owners. • The southern project driveway will provide for project egress only; however, it is noted that this driveway is covered by an ingress/egress easement and its use is shared with adjacent property owners. The analysis documented herein was prepared in accordance with methodology discussions held with City staff, as agreed to at a meeting that occurred on May 29, 2013, and memorialized in a methodology statement, as provided in Appendix A; whereas the resulting analysis was subsequently revised on September 12, 2013 to reflect revisions to the project's square footage. SECTION Z.O PROJECT $ITE TRIP GENERATION The daily and peak hour trip generation of the project site was estimated using trip characteristic data in ' accordance with Trip Generotion (Institute of Transportation Engineers [ITE], 9th edition, 2012), as summarized in Table 1.0 and further documented in Appendix B. The project site is currently estimated to ' generate 742 daily trips, with 134 trips during the AM peak hour and 137 trips during the PM peak hour. Upon expansion, the project site is estimated to generate 1,440 daily trips, with 283 trips during the AM peak ' hour and 278 trips during the PM peak hour. The resulting differential increase in project traffic generation that is estimated to occur as a result of the proposed site expansion is identified as 698 additional daily trips, with 149 additional trips during the AM peak hour and 141 additional trips during the PM peak hour. ' G-188 Project Banner - 1- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' , , ' , , ' ' l J ' ' ' ' , , � � � RAYSOR Transporfation Consulting FIGURE 1.0 PROJECT $ITE LOCATION ' G-188 Project Banner - 2- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' ' , RAYSOR Transporfation Consulting TABLE 1.0 TRIP GENERATION SUMMARY ' Existing 196,572sf 742 134 104 30 137 48 89 Development Total Development 376,503 sf 1,440 283 221 62 278 100 178 � Upon Expansion Differential 179,931sf 698 149 117 32 141 52 89 ' SECTION 3.O PROIECT SITE TRIP DISTRIBUTION , The distribution of project generated trips was estimated using engineering judgment based on existing traffic patterns. The resulting project traffic distribution and assignment is illustrated in Figures 2.0 and 3.0, ' including the reassignment of existing project generated traffic that is anticipated to result from improvements to, and restriction at, the southern site access connection (i.e., the connection will be ' improved to increase the utilization of this driveway for project egress, and will be restricted to eliminate project ingress at this location). ' SECTION 4.O STUDY AREA ' The study area was determined in conjunction with City staff, as those roadway segments and intersections which are anticipated to have the most potential for project impacts, and includes the following: , Roadway Seqments Hercules Avenue from Drew Street to Sunset Point Road ' Intersections Hercules Avenue at Sunset Point Road , Hercules Avenue at Calumet Street (WestJ Hercules Avenue at Ca/umet Street (East) Hercules Avenue at Site Access Connection (centralJ ' Hercules Avenue at Site Access Connection (south) Hercules Avenue at Drew Street , , , G-188 Project Banner - 3- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' ' , ' ' , ' ' ' r � ' , , , , ' RAYSOR Transportation Consulting FIGURE 2.1 PROJECTTRAFFIC DISTRIBUTION & ASSIGNMENT (AM PEAK HOUR- NEW PROJECTTRAFFIC) Calumetstreet west ,---------------- � , � , � , � , � Pro�ect ; � , ' Site � � , � , � , � , � � ---------------- Central Project Southern Project Driveway �, � O o.�o F—p E.J�� z3 o� �l T f o � u, m � 18� m �n o � � 10—� 6� y � � v Q v � � _ o� �� 0� 0 �, � � �� 12 ,� o T� � � � om � o �n � y io� `1 T � 23 rn �n n � 0 � y � �� sz� `1T� o � o 00 0 0 � r' Sunset PointRoad Calumet Street East Drew Street � NORTH NTS ' G-188 Project Banner - 4- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' RAYSOR Transporfation Consulting FIGURE 2.2 PROJECT TRAFFIC DISTRIBUTION & ASSIGNMENT (AM PEAK HOUR- REDISTRIBUTION OF EXISTING TRAFFIC) Col umet Street West ________'______� � I I � I � I � � Pro�ect ; � , ' Site � , , , , , , , , � �----------------� Central Projed Southern Projed Driveway �0 000 �p �I � I� � ° o� � T �' o -� o 0 0 o� N N t � W -6 � -10 � '-1 �--1 a--1 ♦ Y c � Q � = � � _ � o� �� 0� 0 �, N O1 E' W +7� +9� � � N lD + + �O ,� o Tr �� ++ � � om � � N N t � O 000 F-Q �J � I� �—° o� �l T r o� o00 0� SunsetPointRoad Calumet Street East Drew Street � NORTH NIS G-188 Project Banner - 5- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 RAYSOR Transportation Consulting FIGURE 3.1 PROJECTTRAFFIC DISTRIBUTION & ASSIGNMENT (PM PEAK HOUR- NEW PROJECTTRAFFIC) Calumet Street West � _ " " _ _ _ _ _ _ _ _ _ _ ' I � I � 1 � � , � Pro�ect ; � , ' Site � � , � , � , � , ( � ---------------- Central Projed Southern Projed Driveway �— 0 o�no �p J�� io o� � T f o � n, m o0 8 � .� ti m N O E-' W 27� 18 �, M ti� �� c > Q � v � � i m o� � � 0� 0 �, � � mm N c-I �6 ,� o T � �a m � � 00 m o .� � y 17� � � 27� o N ,,, � � 10 rn .� .� E— 0 �J � I� ,c—° 5 � �I 1 f o —� o 00 0 0 �, Sunset PointRood Cal umet Street East Drew Street � NORTH N75 G-188 Project Banner - 6- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' , , ' � ' ' , , ' ' ' ' ' ' � ' ' ' RAYSOR Transporfation Consulting FIGURE 3.2 PROJECT TRAFFIC DISTRIBUTION & ASSIGNMENT (PM PEAK HOUR - REDISTRIBUTION OF EXISTING TRAFFIC) Cal umet Street West �---------------� i i i i ' Pro�ect ' I � I , , S�te � � � � � � � � ; i � ---------------- Central Project Dn Southern Projed Driveway �-0 0 0 o F— p J�l� �° o� �l T f o —> o 0 0 0 -�, 00 � y -13 --a -32� � N LI1 ♦ Y c v � Q v � � � i � O N E-' W 0� 0 �, r � N E-' ♦ +�s� +v� � � Nm + + '� o �O T� + � � om + 1T �� + '� o 0 0 o F— o �� ° o—a �1 T �' o-� ooa o �, Sunset PointRoad Cal umet Street East Drew Street � NORTH NTS G-188 Project Banner - 7- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' ' ' ' ' � � ' , , � , r � ' ' , ' RAYSOR Transporfation Consulting SECTION S.O TRAFFIC VOLUMES Existing traffic volumes were identified from manual intersection turning movement counts performed in June 2013 during AM and PM peak periods, and were subsequently adjusted to reflect peak season conditions using FDOT seasonal factors. Traffic count data is provided in Appendix C. Background traffic conditions (for the 2014/2015 buildout year) for study area roads and intersections were identified to be equivalent to existing traffic volumes (i.e., zero growth). This determination was made based on an evaluation of historical traffic volumes in the vicinity of the project site, where it was found that traffic volumes have either decreased or remained stable since 2008, as shown in Appendix D. Project generated traffic (differential) was added to the background traffic volumes to estimate future year total traffic. Figures 4.0 through 6.0 illustrate the traffic volumes used in this analysis. SECTION 6.O ANALYSIS SCENARIOS Two scenarios were evaluated for AM & PM peak hour conditions as follows: (1) existing 2013 traffic conditions (which are the same as 2015 background conditions), and (2) future 2015 total traffic conditions. The peak hours analyzed were identified as the peak traffic hours for the subject project site, as follows: AM peak hour from 7:30 am to 8:30 am, and PM peak hour from 3:00 pm to 4:00 pm. SECTION %.O INTERSECTION ANALYSIS Operational analyses of the study area intersections were undertaken for each of the two analysis scenarios using Highway Capacity Manual methods calculated by Synchro software, in consideration of existing signal timings. Table 2.0 summarizes the intersection analysis, as further documented in Appendix E. The results of the analysis indicate that all study area intersections currently operate acceptably, and are anticipated to continue to operate acceptably for future conditions, in consideration of both existing and proposed project development quantities. Furthermore, the impacts of the subject project were found to be negligible to the operation of the study intersections in terms of level-of-service, delays, and capacity utilization. G-188 Project Banner - 8- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 RAYSOR Transporfation Consulting FIGURE 4.1 2013 EXISTING TRAFFIC VOLUMES (AM PEAK HOUR) Calumet Street West �---------------' � � ' i i � � Pro�ect ; � , ' Site � � , � , � , � , � , � � ---------------- Central Projed So u th ern Proj ed Dn vewoy Q1 O1 �- 59 vm.� � � ^� F— 603 � � � ,�178 SunsetPointRood 61� � � r 705 -� m � n 265� 01�� no �ro E� y 16� 14� � �n m �� c � Q � v � � � v x � � �� 0� 1 �, 0 a N I� E-� ♦ 4—a 1� � � m �n cm m �35 ,� 2a T � �, � a� � � � oa � v � � N O N a Calumet Street East �n r. a '� 70 rn�nv '-'m'" F964 �f �, � ,� 90 Drew Street 171� � � � 816 --> �n o a 4� N N � � � NORTH NTS G-188 Project Banner - 9- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 RAYSOR Transporfation Consulting FIGURE 4.2 2013 EXISTING TRAFFIC VOLUMES (PM PEAK HOUR) Cal umet Street West ____" '________� I � I � � Pro�ect ' � ' � ' � Site � � � � , � , I � � � _ _ _ _ _ _ _ _ _ � _ _ _ _ �� Central Project Southern Projed Driveway amN �130 �` � � � 746 � � � ,� i3s 6s �' � T (� 657� roorn l49 � N M N � 00 O1 vm E� y 82—� 99� `i �� aa i � c � v \ Ql Z O1 n O V � W 0� 5� � � N M ln ei lD '� �o �— 29 Tr �M �M � � � N 00 N lD V W O V �+ W o�, �1 T N � e-1 O lD � 94 V1 V tO r' N �" <— 954 �J � I� �— 89 ll3� � � � 1003 --� oo .� �n 36 m � io � Sunset PointRoad CalumetStreet East Drew Street � NORTH NTS G-188 Project Banner - 10 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' � ' ' , ' ' ' ' , ' ' ' ' ' ' ' ' RAYSOR Transporfation Consulting FIGURE 5.1 2015 BACKGROUND TRAFFIC VOLUMES (AM PEAK HOUR) CalumetStreet West �---------------' i � i i i i � , � , ' Pro�ect ' � , � , ' S�te � � , � , � , � , � � ---------------- Central Projed Southern Prajed Driveway O1 °1 � 59 v rn r. � a ^� � 603 �J � l� �—��s 6�� l T f�' �os� �,� � z6s �, °' � � � �o �� y 16—a 14� � �n m �� y � c Q a � � v _ � �� 0� 1 �, 0 � N 1� E' W 4� 1� � � m �n vm m �- 35 ,�— za ,T � �� M � � oa � v � � N O .-i V vl I� V � %O Ol Vl V `-' m '-' t-- 964 �J � I� � 90 171 � � � � 816 � �n o c 4� N N � � SunsetPointRood Calumet Street East Drew St�eet � NORTH Nrs G-188 Project Banner - 11- Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' � ' ' ' ' , ' ' , ' ' , ' ' ' ' � � RAYSOR Transporfation Consulting FIGURE 5.2 2015 BACKGROUND TRAFFIC VOLUMES (PM PEAK HOUR) Calumet Street West �---------------' i i i i � Pro�ect ' � ' � ' , S�te � � � � � � ; � , � � ---------------- Central Project Driveway Southe�n Projed Drivewoy am,`"„ �130 ^ � � � 746 E.J�� 13s 6s� �j T � 657—� o0 o rn 149 � N m nO1i � 0o m vm E� y 82� 99� � �� va � � � v Q v � � � v _ � oa � y 0� 5 —1, a � ov � y 1� 0—�, � � nr m � � � '�— �o �-- 29 �T � �, M � � � N 00 N � � � ~ N lD .� o � '� 94 �n a �n r' N r' F— 954 � � � ,�--s9 173� � � � 1003 —► oo ,� vi 36 "' N 1° � SunsetPointRood Cal umet Street Eas[ Drew Street � NORTH N7t G-188 Project Banner - 12 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 RAYSOR Transporfation Consulting FIGURE 6.1 2015 TO7AL TRAFFIC VOLUMES (AM PEAK HOUR) Calumet Street West �---------------� i � i � � I Pro�ect , � , � �Jlte ' � , � , � , i � � � l � ---------------- Centrol Project Southern Projed Driveway '~ O1 � 59 vr+N � �^ ^� � 603 �f � � ,� zos 61� � � r 705 � v o v 283 —�, ° N � N ln .-� O .--� � E' W 20� 10� N �n m n� y � c � Q � w � u � v 2 � � �n � y 0� 1 �, lD n O I� � � 17� 20� � � � �n �a �m � 47 ,�— za � � �n w '. � v � � O N W V � � o� v °° �' '" '� 93 rn � ui '" m '-' F- 964 � � � .�-- 90 183 —� � � � 816 --> �n oo a 4 2 `� °N° 1O � Sunset PointRoad Calumet Street East Drew Street � NORTH NTS G-188 Project Banner - 13 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 i , , ' , ' ' , ' , , 1 ' ' � , ' ' ' RAYSOR Transporfation Consulting FIGURE 6.2 2015 TOTAL TRAFFIC VOLUMES (PM PEAK HOUR) CalumetStreet West / ' _ ' _ _ _ _ _ _ _ _ _ " _ ^ I � I � i I Pro�ect , � , ' Site � � , � , � , � , � �----------------� Central Project Southern Projed Drivewoy � o N �-130 r` ^� � � 746 � � � ,� ias 68� � � r 657� .�mn 157� Nmm � �rn nm � � 96� 85� n m� va � � c Q v � � w 2 � ov � � 0� 5 -�, O n O V � � 36� 54� � � N Ol W � � 76 �— 29 T � av �n � � N I� W lD � � om � to °^'� �104 �� r' ^� �" E— 954 � �, � ,� 89 178--� � � � 1003 ---> oo rn �n 3 6 n' N 1° � SunsetPointRoad Columet Street Eost Drew Street � NORTH NTS G-188 Project Banner - 14 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 , ' ' ' ' ' , ' ' , ' ' ' ' , , ' ' , RAYSOR Transporfation Consulting TABLE 2.1 INTERSECTION ANALY515 SUMMARY (2013 EXISTING � 2015 BACKGROUND TRAFFIC CONDITIONS� - • . . . . �. � . �� LOS D Hercules Avenue AM Delay 42.3 sec No No a t V/C 0.64 Sunset LOS D Point pM Delay 44.65ec No No Road V/C 0.53 LOS Hercules AM Dela NotApplicable No No Ave n u e Y Max LOS @"C" at V/C Calumet LOS Stre e t Not Applicable (West) PM Delay MoxLOS@ "C" No No V/C LOS A Hercules Avenue AM Delay 6.0 sec No No a t V/C 0.35 Calumet LOS A Street pM Delay 5.5 sec No No (Ea st) V/C 0.26 LOS Hercules AM Dela NotApplicable No No Ave n u e Y Max LOS @"8 " at V/C Ce ntra I LOS Project pM Dela NotApplicoble No No Driveway Y MoxLOS@'A" V/C LOS H e rcu I e s Not A pplicabl e Avenue AM Delay MoxLOS@ "C" No No at V/C Southern LOS Project Not Applicable Driveway PM Delay MaxLOS@ "C" No No V/C LOS D Hercules AM Delay 39.8sec No No Ave n u e V/C 0.87 at LOS D Drew Street pM Delay 35.4 sec No No V/C 0.82 G-188 Project Banner - 15 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 _ , ' ' ' ' � LI l 1 ' ' ' u � � ' ' ' RAYSOR Transporfation Consulting TABLE 2.2 INTERSECTION ANALYSIS $UMMARY (2015 TOTAL TRAFFIC CONDITIONS) - • . . . . �. . . t� Hercules LOS D Avenue AM Delay 43.3 sec No No a t V/C 0.65 Sunset LOS D Point pM Delay 45.5sec No No Road V/C 0.54 LOS H e rcu I e s Not Applicable Avenue AM Delay MaxL05@ "D" No No at V/C Ca I u m e t LOS Street pM Dela NotApplicable No No (West) Y Max LOS @ "D" V/C Hercules LOS A Avenue AM Delay 6.4 sec No No a t V/C 0.35 Calumet LOS A Street pM Delay 5.6sec No No (Ea st) V/C 0.28 LOS H e rcu I e s Not Applicable Avenue AM Delay MaxLOS@ "8" No No at V/C Ce ntra I LOS Proj e ct Not Applicable Driveway PM Delay MaxLOS@'A" No No V/C LOS Hercules AM Dela NotApplicoble No No Ave n u e Y Max LOS @"C" at V/C Southern LOS Project Not Applicable Driveway PM Delay MaxLOS@ "C" No No V/C LOS D Hercules AM Delay 41.45ec No No Ave n u e V/C 0.90 at LOS D DrewStreet pM Delay 36.4sec No No V/C 0.86 ' G-188 Project Banner - 16 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' ' ' � ' ' � ' ' ' �' ' LJ RAYSOR Transportation Consulting SECTION H.O ROADWAY SEGMENT ANALYSIS Operational analyses of the study area roadway segment were undertaken for each of the two analysis scenarios using Highway Capacity Manual methods calculated by Synchro software. Table 3.0 summarizes the roadway segment analysis, as further documented in Appendix F. The results of the analysis indicate that the study area roadway segment currently operates acceptably, and is anticipated to continue to operate acceptably for future conditions in consideration of the proposed project site expansion. Furthermore, the impacts of the subject project were found to be negligible to the operation of the study roadway segments in terms of level-of-service and travel speeds. TABLE 3.0 ROADWAY $EGMENT ANALYSIS SUMMARY SECTION 9.O SITE ACCESS ANALY515 Access to the site is currently provided via Calumet Street and two direct connections to Hercules Avenue, as discussed below. Upon expansion, these connections are proposed to remain, whereas the southern direct connection to Hercules Avenue will be improved. • The site access connection via Calumet Street will provide for both project ingress and egress. • The central project driveway currently provides for truck traffic (egress only), and is not anticipated ' to accommodate additional traffic during AM and PM peak periods upon site expansion. It is noted that this driveway is covered by an ingress/egress easement and its use is shared with adjacent property owners. ' , • The southern project driveway will provide for project egress only; however, it is noted that this driveway is covered by an ingress/egress easement and its use is shared with adjacent property owners. Pursuant to Section 7.0 of this report, all study intersections including the site driveway connections were ' found to operate acceptably. Based on the traffic volume estimates documented herein, an evaluation of site access turn lane warrants identified the potential need for a northbound-to-westbound left-turn lane on ' ' ' Hercules Avenue at Calumet Street (West), as documented in Appendix G. Therefore, subsequent discussions will be held with City staff to determine the need and feasibility of implementing a left-turn lane at this location. G-188 Project Banner - 17 - Project No. 267010 Traffic Study (Revision No. 1) September 12, 2013 ' t ' ' , ' � ' ' ' ' i 1 1 1 1 1 RAYSOR Transporfation Consulting SECTION ZO.O CONCLUSION Based on the data, analyses and findings contained herein, the following is concluded in consideration of the proposed 179,931 square foot expansion of the GE site located at 1925 Calumet Street. ❖ Acceptable operating conditions are anticipated for roadway segments and intersections surrounding the project site in consideration of existing and future traffic conditions. ❖ The impacts of the proposed project site expansion were found to be negligible to the operation of the surrounding intersections in terms of level-of-service, delays, and capacity utilization. ❖ The impacts of the proposed project site expansion were found to be negligible to the operation of the surrounding roadway segments in terms of level-of-service and travel speeds. �:• An evaluation of site access turn lane warrants identified the potential need for a northbound-to- westbound left-turn lane on Hercules Avenue at Calumet Street (West); therefore, subsequent discussions will be held with City staff to determine the need and feasibility of implementing a left- turn lane at this location. ' G-188 Project Banner Traffic Study (Revision No. 1) ' -18- Project No. 267010 September 12, 2013 ' ' C CI u , 1 1 � � � CJ 1 [� 1 1 � 0 C� APPENDIX A Methodology r-, I , � � , , r--� ' I � '' ' ' l � ' , � � i � �.__. � ' � ' ' RAYSOR Transporfation Consulting TECHNICAL MEMORANDUM TO: City of Clearwater VIA E-MAIL FROM: Michael D. Raysor, P.E., PTOE r�� ,.�� RAYSOR Transportatio� Consulting, LLC. � DATE: May 28, 2013 SUBJECT: Traffic Analysis Methodology GE Site - 1925 Calumet Street This memorandum documents the proposed methodology for performing a traffic study to evaluate the proposed expansion of the GE site located at 1925 Calumet Street. Proiect Description The project site is located on the west side of Hercules Avenue, generally between Calument Street (to the north) and the rail Iine to the south, at 1925 Calumet Street, in the City of Clearwater, Florida. The project site currently consists of 204,053 square feet of manufacturing facilities, and is proposed to be expanded to a total of 349,664 square feet of manufacturing facilities. Access to the site is currently provided via Calumet Street and two direct connections to Hercules Avenue. Upon expansion, these connections are proposed to remain, whereas the southern direct connection to Hercules Avenue wiil be improved. Proiect Site Trip Generation The daily and peak hour trip generation of the project site was estimated based on trip characteristic data, as identified in Trip Generation (Institute of Transportation Engineers [ITE], 9`h edition, 2012), as summarized in the table below. TRIP GENERATION SUMMARY Trip Distribution The distribution of project generated trips will be estimated based on existing traffic patterns as determined by the traffic counts to be collected at existing site driveways. For off-site locations, the distribution will be estimated based on engineering judgment. 19G40 Lruce 6. Downs Blvd, Suite 308 . Tornpq �L 33647 .(813j 6251699 .(�13) �13?432 fx APPENDIX A- 1 of 3 , ' C � , � �� C� , i L J , LJ , ' � � � RAYSOR Tronsporfation Consultin� NAC.>E 2 of 2 StudY Area The study area is proposed to consist of the foilowing roadway segments and intersections, noting that the trips estimated to be generated by the subject expansion consume less than 5% of the service volume of the adjacent segment of Hercules Avenue: Roadwav Sepments Hercules Avenue from Drew Street to Sunset Point Road Intersections Hercules Avenue at Sunset Point Road Hercules Avenue at Calumet Street (WestJ Hercules Avenue at Calumet Street (EastJ Hercules Avenue at Drew Street Hercules Avenue at Site Access Connections Analvsis Sce�arios Three scenarios will be evaluated for AM & PM peak hour conditions as follows: (1) existing traffic conditions, (2) future (buildout year) background traffic conditions, and (3) future (buildout year) total traffic conditions. Traffic Volumes Existing traffic volumes to be used in the study will be obtained from intersection turning movement counts to be performed in June/July 2013 during peak hour conditions (7am to 9am & 4pm to 6pm) at the study intersections. The traffic volumes obtained from these counts will be adjusted using FDOT peak season factors. Roadway segment volumes will be calculated from the counted intersection volumes. Background traffic conditions (buildout year conditions) for study area roads and intersections will be estimated through the application of a growth rate to existing traffic volumes. A minimum 1% per year growth rate is typically used for traffic studies within the City; however, it was found that traffic volumes within the study area have consistently decreased since 2008 (refer to Attachment "A"). Thus, background traffic conditions for the study are proposed to be calculated based on zero growth. Project traffic estimated to be generated by the subject expansion will be added to the background traffic volumes to estimate future year total traffic conditions. Analvsis Methods Intersection analyses will be undertaken using Synchro software in consideration of existing signal timings. If signal timing revisions are identified to be necessary to obtain acceptable operating conditions, this will be documented in the traffic study report. Roadway segment analyses will be undertaken using the results of the intersectio� (Synchro) analyses. Studv Findinss The results of the analyses will be evaluated to identify existing and future operating conditions including deficiencies, and to identify and evaluate potential impacts associated with the subject project. Documentation A report documenting the methodologies, data, analysis, and findings of the traffic study will be prepared. The report will be signed and sealed by a Florida registered professional engineer. 1904h f3ruce B. Gowns �Ivd, Scile 30P • Tompa, FL 33647 •�813) 6251699 .(813j 413-74.i2 fx APPENDIX A- 2 of 3 ATTACHMENT "A" GE Site -1925 Calumet Street Study Areo 6rowth Rate Evaluation Hercules Avenue Count Vaiue 13,806 14,079 15,029 15,816 -4.40 % Drew SireetYO SunsetPointRoad LinearTrend 13,636 14,334 15,032 15,730 AADTSOURCE: Pinellas County MPO RA.YSOP lrrnsporfation Consoltino ATTACHMENTA-toft APPENDIX A- 3 of 3 , , , ' lJ � E� � �� , �� APPENDIX B Trip Generation ' � GE Site - Clearwater Trip Generation Estimate L_J ' , � , �� , ' � �� f � � ! RAYSOR Transportation Consulting /•1�»►1�]►:�e�i[.iil ' ' , , L� ' � �� il � � � � � APPENDIX C Traffic Count Data Type of peak hour being reported: Intersection Peak �Cdt;ATICDN: N Hercules Ave -- Drew St C6T'Y"ISTATE: Clearwater, FL 650 455 �a *� 195 316 139 .✓ � 4 1131« 165 't � 64 �`1056 833 '� 0.94 ~ 911 1031� 33 � ; 81 ~1044 Method for determining peak hour: Total Entering Volume Q� JC7B #: 10975801 DATE: Wed Jun 05 2013 Peak-Hour: 7:45 AM -- 8:45 AM � a a.e Peak 15-Min: 7:45 AM -- 8:00 AM � a *� 12.3 2.8 10 8 «� i 4 5.8 � 7.3 "J � t" 10.9 ~ 4.3 2.9 � �� ~ 42 �� 3.6 � 3.0 � .� � �. � 0.0 � 3.8 25 226 70 �} }. (�"' i �� '*C�� L� 'twQ�� 16.0 1.3 1.4 428 321 .. . .. . � a * � 2.3 2.5 � 1 � �* '�; z �A� � s �� l+ *� NA .J i �► « , � « NA � ' � � NA ♦ 3 � �► �+ t r � i NA � � ��1� � � � 0 0 0 +► i 4 o } � o � • ' ' �" o � 0 7 .� t �. � o � �000� � 1T�� NA .J i �. t � 4 NA � �� « NA 7 t w t r � NA � H"=KIUN 15-Miin Count N Hercules Ave N Hercules Ave Drew St Drew St Total Hourl P�ariod (Northbound) (Southbound) (Eastbound) (Westbound) Total Beginning At Left Thru Ri ht U R• Left Thru Ri ht U R* Left Thru Ri ht U R' Left Thru Ri ht U R' 7:00 AM 2 40 10 0 3 25 45 '12 0 12 26 146 7 0 1 11 139 6 0 1 486 7:15 AM 5 46 7 0 2, 23 67 20 0 12 38 173 6 0 0 23 180 9 1 1' 613 T30 AM 7 65 8 0 3' 22 85 38 0 9 43 154 12 1 1 I. 24 214 16 0 1. 703 _......_._ . _..._.....�_--- __�_m_...�.........._ _ -- -, �4�.8� 1.4_.._....!%............�:�32_�_ _37 - 6 'i = fl_�-22 2d1 15 __� 0 3 _ 2619 $ri7p AM 1 69 11 0 5 35 85 42 0 6 28 i70 10 0 9 12 196 18 0 1 690 2823 8:15 AM 9 49 14 0 2 47 72 43 0 S 44 224 8 0 0 i 26 258 12 1 0' 817 3027 8::30 AM 8 36 13 -- 0_ 8 25 64 45_----.... 0_13 48 217 6__..__.:0 A � 19 216 1b _ 1 0 734 3458 8:45 AM 3 70 10 0 6 23 34 30 0 10 57 212 6 0 0 � 14 255 16 0 2 748 2989 Heav�i Trucks 4 D 4 Pede:strians 0 Bicycles 0 0 0 Rai Iroad Sto e:d Buses� C;omr��,•,ts: Report generated on 6/12/2013 3:11 PM 12 20 28 8 12 4 0 40 8 140 0 0 4 4 0 0 0 0 1 0 0 0 0 1 SOURCE: Quality Counts, LLC (http:/lwww.qualitycounts.net) 1-877-580-2212 APPENDIX C- 1 of 12 Type of peak hour being reported: Intersection Peak LO{sATiC3N: N Hercules Ave -- Drew St GIT'YISi1�iE: Clearwater, FL 529 604 �a �� 144 262 123 .✓ i 4 1108« 159 � �' 61 «1034 1it8* 0.95 �` 909 1300� 23 � � 64 ~1340 Method for Peak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:00 PM -- 5:15 PM � t � 50 389 97 �� L� f°•�,}�'��.�„�,y.� � a +► � a�. � 347 536 J 9 � a ��'� �� ,�.°�� 6 � �a +� NA d i +•► � � R � NA � '�.�:, « NA �► 'S : �► '1 ♦ P � a NA * � ��1� � � � � � � � I f� � mining peak hour: Total Entering Volume QG .iOB #: 10975802 DATE: Tue Jun 04 2013 30 2.5 �a *� 28 1.5 65 d i 4 1.8 ~ 4.4 't � t" 3.3 « 17 2� � � « te za''o.o z.,� * �r o.o'' zs 0.0 t5 2.1 � � 12 1.5 � 0 0 0 � .+ i 4 o s �t o o� , «, � � � �,*� � �o 0 0� �.+ a 4� # � t NA ~ ��.. « NA � � ti t r � NA � Period (Northbound) (Southbound) (Eastbound) (Westbound) ginning At Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U 3:�0 PM 13 54 15 0 46 56 39 0 38 227 10 1 21 220 25 1 766 3:15 PM 6 77 19 0 29 49 24 0 44 264 13 0 18 202 18 2 765 3:30 PM 4 62 14 0 48 75 56 0 43 231 7 0 24 229 24 1 818 3:45 P M 13 72 13 0 34 46 23 0 36 224 4 1 15 249 22 2 754 4:�0 P M 13 61 16 0 26 55 29 0 25 201 3 0 16 197 26 0 668 4:15 PM 8 61 9 0 37 56 24 0 49 229 8 0 15 187 15 1 699 4:30 P M i 10 62 18 0� 48 80 5� 0 28 250 3 0! 19 222 16 1 808 - -- - - - -- ---- - - - ---- 4:45 PM 14 95 14 0 35 56 34 0 31 271 7 1 10 214 18 1 801 � ` 5:75 PM 15 113 28 0 29 ` 58 27 0 43 280 9 0 18 242 18 0 880 5:30 PM__,�-__ 9_ 99 25 0 2$ __._._57_ 33 0 3$ 293—_-4---- 1 I 17 21A 12 --_0 826 5:45 PM � 6 99 21 0 � 27 53 30 0 � 50 233 3 0; 12 179 19 1 � 733 PeaM 15-Min Northbound Flowrates Left Thru Ri ht U Left Thn All VehiGes 48 328 120 0 124 364 Heavy Trucks 0 8 4 8 4 Pedf�strians 4 8 Bic:ycles 0 0 0 0 0 Railroad Sto ed Buses Comr�a�r,P� Report generated on 6/12/2013 3:11 PM 8 8 16 0 0 20 0 8 8 0 0 0 0 0 0 0 76 28 0 Hourly Totals 3103 3005 2939 2929 2976 �?.�14 3381 3399 3331 SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 APPENDIX C- 2 of 12 ype of peak hour being reported: Intersection Peak �OGATION: N Hercules Ave -- Sunset Point Rd CITYISTATE: Clearwater, FL �5' z2' Peak-Hour: 7:30 AM -- �a *� Peak 15-Min: 8:00 AM - �s a» zo� .► i �. 748 « 58 � �' 56 ~ 793 665 ~ 0.96� ~ 569 973 + 250 7 � * � � 168 ~ 982 � �93 120 110 �"'� � �i ' �� i ♦ L��+ k 892 323 � ' . . ! . � . J � 1� � r� � °�� s �.�� 1 � ��_'� � �a f� � NA � � a a —' + � � « � �TTI NA � � « NA � � � � � * r � a NA * � Method for determining peak hour: Total Entering Volume QC JQB #: 10975803 DATE: Wed Jun 05 2013 AM 2 e a.a iAM �a t� 63 25 19 .� i 4 52 � 8.6 � L 5.4 ~ 4.0 3.6 ~ � ~ 3.9 3.5 ~ 2.0 7,h * �. � 42 ; 4.4 1�"!�S �z.s sz �s.s i f ... . 2.7 11.8 0 0 0 +� i �. o s �t o 3 + ~ 1 : i� _ o .� * �, o � o 0 0 � NA _ J i 4 � .,. � NA � •• « NA � i � * r � NA � - ---- • ' ----=-----------�----. �----------• �-----_.._, ---. •---•- --- - -- --------------- Beginning At Left Thru Ri ht U R' left Thru Ri ht U R' Left Thru Ri ht U R` Left Thru Ri ht U R` 7:00 AM 20 11 7 0 8 42 77 13 0 3 10 119 30 2 9 17 99 8 0 3 478 7 15 AM 21 24 10 2 10 46 90 8 1 0 13 130 26 3 12 28 126 15 0 2 567 — -- __ -------------- _------- 7:30 AM 17 23 12 1 6 48 124 13 0 2 9 147 31 3 33 33 142 12 1 4 861 7:d5 AM 16 29 8 0 12 58 146 15 0 1 10 140 34 1 35 49 159 12 0 1 726 2432 � _8.:5�iJ'P� — .118.__....24.._ '� _28:__._�..,_:.. $3 ,12� 8_15AM___30 31___11 1_ 19 51 __82___16___1 _6_ 15 188__45___5 14_ 42 _139 _13_ 0 __ 1 710 2846_ 8 30 AM 19 35 6 3 26 44 92 21 0 2 11 149 36 3 12 22 131 25 0 5 642 2827 8:45 AM I 37 33 13 2 20 I 42 56 14 0 10 ; 8 160 39 4 15 I 53 144 22 0 4 I 676 I 2777 reaK is-min nortnoouna Flowrates Left Thru Ri ht U R All VehiGes 104 148 80 8 t Heavy Trucks 8 12 24 Pedestrians 4 Bicycles 0 0 0 Railroad Sto ed Buses Comrne?aPs Report generated on 6/12/2013 3:11 PM Southbound ft Thru Riqht U 6 476 80 0 8 24 4 0 0 0 0 k Thru Riaht U R 2 760 116 8 1' 8 32 0 8 0 1 0 Westbound ft Thru Riqht U 2 516 36 8 24 0 0 0 0 0 152 12 1 SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 APPENDIX C- 3 of 12 Type of peak hour being reported: Intersection Peak LOCATION: N Hercules Ave -- Sunset Point Rd 311 62� �a •� 68 137 106 � a � 1176+ 73 '� �" 131 ~1037 �oo � 0.96_I ~ �s2 875 � 102 � h ,� A� 114 � 1120 301 432 318 i * 357 1051 J � � �t � � , ��r i 3 �� Method for determining peak hour: Total Entering Volume (�C JOB #: 10975804 DATE: Tue Jun 04 2013 Peak-Hour: 4:45 PM -- 5:45 PM 32 � 4 Peak 15-Min: 5:00 PM -- 5:15 PM � a ♦� 29 58 00 � a 4 17 «0.0 � � 0.0 ~ t2 �� • � '' �s � 1.6 �2.0 7,^ * �.�(" �1.8� 1.3 �(,�t��' 4..(}(,��L�j �2.7 2.1 0.9I :.�F � , i f . . � � . . 3.4 1.9 � � 1 Y � 2 0 0 � +� i 4 0 � 5�� ' 0 1 � �� 1 � i {" � o .� � �. o � � o 0 0 � s— � � J J i 4� � J J i 4� « � �. - � �rTr� �� NA ~ � « NA NA ~ w «« NA . � � � i : �a * +� ��, t r� NA NA R' = RTOR 15-Min Count N Hercules Ave N Hercules Ave Sunset Point Rd Sunset Point Rd Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals - ----- - — --- - - Be innin At Left Thru Ri ht U R" Left Thru Ri ht U R" Lek Thru Ri ht U R' Left Thru Ri ht U R' 3:00 PM 50 73 29 3 37 29 45 9 0 6 10 133 10 3 30 35 195 35 0 3 735 3:15 PM 39 50 15 0 45 39 45 13 1 5 7 174 15 2 19 27 180 30 0 3 709 3:30 P M 50 87 43 2 38 14 40 10 1 6 18 188 25 5 6 37 176 25 0 3 776 3:45 PM 61 82 41 1 34 29 57 17 1 4 14 125 21 5 15 28 151 22 0 2 710 2930 4:00 PM 50 70 22 1 27 19 35 8 1 7 13 150 32 2 6 20 174 23 1 4 665 2860 4:15 PM i 39 73 22 2 38 , 23 48 12 0 2 12 161 26 3 6' 31 180 24 0 1 703 2854 4 30 PM 60 115 48 4 32 I V 45 11 2 6 11 155 26 6 10 23 185 27 0 6 789 ' 2867 _ _ . _ ._. 4:45 P M 64 70 38 0 28 24 28 11 2 5 16 197 26 4 5 31 160 26 0 4 739 2896 _5..94 PM_._ 9.4��3 52 1 �7_.__ ..2�_... �.fi_ ] 1 2 ..�,�.�143 17 ,..ff �_p. 27 Q �;; 5:15 P M 58 121 57 2 23 33 43 10 0 9 10 178 21 4 5 23 224 32 0 1 654 3237 5:30_PM __ 72 108 38_ 1 45 19 __ _ 30 _ 8 0 7 13 182 14 5_ 4 33 _ 214 26 ,_ 0 7 826 3274 _ SAS PM 59 88 24 1 39 24 25 15 0 3� �'i 10 120 14 1 8�, 34 176 � 40 0 5'�� 686 �, 3221 Heavy Trucks 16 8 0 Pedestrians 0 Bicycles 0 0 0 Railroad Sto ed Buses :;('f?7ri7E3r)!5: Report generated on 6/12/2013 3:11 PM 0 16 0 0 0 0 2 ft Thru RiqF 0 572 68 0 12 0 4 0 1 0 ft Thru Riqh 8 776 108 0 16 0 0 0 0 0 68 4 3 SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 APPENDIX C- 4 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (West) Inte�rsection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Hercules Avenue N/A Hercules Avenue Calumet Street Inter- :ita rt From North From East From South From West section "fime Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total 7:DOAM 15 101 0 116 0 0 0 0 0 40 4 44 3 0 6 9 169 7:15 AM 9 129 0 138 0 0 0 0 0 56 7 63 1 0 3 4 205 7:30 AM 11 192 0 203 0 0 0 0 0 61 12 73 2 0 3 5 281 7:45 AM 19 189 0 208 0 0 0 0 0 73 19 92 1 0 4 5 305 �otal 54 611 0 665 0 0 0 0 0 230 42 272 7 0 16 23 960 8:D0 AM 14 206 0 220 0 0 0 0 0 92 3 95 7 0 5 12 327 8:15 AM 10 174 0 184 0 0 0 0 0 90 12 102 3 0 3 6 292 8:30 AM 10 147 0 157 0 0 0 0 0 85 6 91 8 0 3 11 259 8:45 AM 11 128 0 139 0 0 0 0 0 97 5 102 7 0 7 14 255 "fotal 45 655 0 700 0 0 0 0 0 364 26 390 25 0 18 43 1133 Peak Hour Volume (peak hour of project traffic) C30 AM 54 761 0 815 0 0 0 0 0 316 46 362 13 0 15 28 1205 Peak Hour, Peak Season Volume (PSCF: 1.06) C30 AM 57 807 0 864 0 0 0 0 0 335 49 384 14 0 16 30 1278 Peak Hour Factor: 0.92 N � Calumet Street Peak Hour Heavy Vehicles Hercules Avenue LO � o +•— o � � o «� 1 �.► r ° N,A 16��tr rn �n o p �� t m m 14 Z Hercules Avenue From North From East From South From West Tota I Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total ��lume 1 10 0 11 0 0 0 0 0 14 1 15 0 0 2 2 28 Percent 2% 1� 0� 1% 0% 0% O�o 0% O�o 4% 2�0 4% 0% O�o 13�0 7� 2% APPENDIX C- 5 of 12 � , � � � ' � � , i � ' 1 � � � � ' ' RA'YSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (West) Inte�rsection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Hercules Avenue N/A Hercules Avenue Calumet Street Inter- itart From North From East From South From West section �fime Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Total 3:00 PM 18 86 0 104 0 0 0 0 0 156 24 180 8 0 14 22 306 3:15 PM 16 99 0 115 0 0 0 0 0 122 13 135 6 0 7 13 263 3:30 PM 5 86 0 91 0 0 0 0 0 151 4 155 64 0 39 103 349 3:45 PM 6 104 0 110 0 0 0 0 0 149 8 157 15 0 17 32 299 Total 45 375 0 420 0 0 0 0 0 578 49 627 93 0 77 170 1217 4:00 PM 10 96 0 106 0 0 0 0 0 138 5 143 15 0 6 21 270 4:15 PM 3 108 0 111 0 0 0 0 0 150 6 156 10 0 11 21 288 4:30 PM 1 104 0 105 0 0 0 0 0 195 3 198 8 0 15 23 326 4:45 PM 5 78 0 83 0 0 0 0 0 178 4 182 15 0 12 27 292 �fotal 19 386 0 405 0 0 0 0 0 661 18 679 48 0 44 92 1176 5:00 PM S 92 0 97 0 0 0 0 0 232 5 237 11 0 21 32 366 5:15 PM 4 90 0 94 0 0 0 0 0 211 6 217 2 0 5 7 318 5:30 PM 1 92 0 93 0 0 0 0 0 189 5 194 30 0 29 59 346 5:45 PM 4 71 0 75 0 0 0 0 0 179 2 181 10 0 7 17 273 �fotal 14 345 0 359 0 0 0 0 0 811 18 829 53 0 62 115 1303 Peak Hour Volume (peak hour of project traffic) C00 PM 45 375 0 420 0 0 0 0 0 578 49 627 93 0 77 170 1217 Peak Hour, Peak Season Volume (PSCF: 1.06) C00 PM 48 398 0 446 0 0 0 0 0 613 52 665 99 0 82 181 1292 Peak Hour Factor: 0.87 N � Calumet Street Hercules Avenue Lo � � �o � m o «� 1 �► t- � N/A $z��tr N M O 0 � V 1 .--I 99 � � Hercules Avenue Peak Hour Heavy Vehicles From North From East From South From West Total _ Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Volume 2 14 0 16 0 0 0 0 0 8; 5 13 4 0 3 7 36 Percent 4% 4% 0� 4% 0� 0% 0% 0% 0% 1% 10% 2� 4� 0% 4% 4� 3% APPENDIX C- 6 of 12 � , , � � � � � i � r , ' � � � 1 i � RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (East) IntE�rsection Count Worksheet Count Date: 06/04/13 TO7'AL VEHICLES Pea�k Hour Volume (peak hour of project traffic) C30 AM 0 715 59 774 33 0 23 56 62 329 0 391 0 0 0 0 1221 Peak Hour, Peak Season Volume (PSCF: 1.06) C30 AM 0 758 63 821 35 0 24 59 66 349 0 415 0 0 0 0 1295 Peak Hour Factor. 0.93 Hercules Avenue N � ` 35 u00i m �� 0 o � io � 1 �, .� 24 N/A o��tr o m � 0 �� m i° 0 � Hercules Avenue Calumet Street Peak Hour Heavy Vehicles From North From East From South From West Total _ Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total V��lume 0 10 0 10 3 0 4 7 1 12 0 13 0 0 0 0 30 Percent 0% 1% 0% 1% 9% 0% 17% 13% 2% 4% !, 0% 3% 0% 0% 0% 0% 2% APPENDIX C- 7 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (East) Inte�rsection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Hercules Avenue Calumet Street Hercules Avenue N/A Inter- ita rt From North From East From South From West section �fime Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Total 3:00 PM 0 84 10 94 21 0 5 26 6 159 0 165 0 0 0 0 285 3:15 PM 0 94 11 105 19 0 8 27 8 116 0 124 0 0 0 0 256 3:30 PM 0 137 13 150 11 0 9 20 6 144 0 150 0 0 0 0 320 3:45 PM 0 110 9 119 15 0 5 20 11 142 0 153 0 0 0 0 292 Total 0 425 43 468 66 0 27 93 31 561 0 592 0 0 0 0 1153 Peak Hour Volume (peak hour of project trafficJ C00 PM 0 425 43 468 66 0 27 93 31 561 0 592 0 0 0 0 1153 Peak Hour, Peak Season Volume (PSCF: 1.06) C00 PM 0 451 46 497 70 0 29 99 33 595 0 628 0 0 0 0 1224 Peak Hour Factor: 0.90 Hercules Avenue N 1' L �o � � �o o�� «, 1 t� 1— 29 Calumet Street N�A � � � � 0 o in m p �� rn m � 0 � Hercules Avenue Peak Hour Heavy Vehicles From North From East From South From West Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total V��lume 0 13 5 18 2 0 1 3 0 11 0 11 0 0 0 0 32 Pearcent 0% 3� 12% 4� 3� 0% 4% 3% 0% 2% i 0% 2% 0% 0% 0% 0% 3% APPENDIX C- 8 of 12 ' � , � � � � � , � , � � � ' , � ' ' RAYSOR Transportation Consulting Count Location: Hercules Avenue at Central Project Driveway Inte�rsection Count Worksheet Count Date: 06/04/13 70TAL VEHICLES Peak Hour Volume (peak hour of project trafficJ C30 AM 1 737 0 738 0 0 0 0 0 391 0 391 1 0 0 1 1130 Peak Hour, Peak Season Volume (PSCF: 1.06) C30 AM 1 781 0 782 0 0 0 0 0 414 0 414 1 0 0 1 1197 Peak Hour Factor: 0.94 Hercules Avenue N T Lo � �o ��o «� 1 �.► .� � N/A Central Project Driveway o—��tr o v o 0 ��► v 1 � Hercules Avenue Peak Hour Heavy Vehicles From North From East From South From West Total _ Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Volume 0 14 0 14 0 0 0 0 0 13 ! 0 13 0 0 0 0 27 PE�rcent O�o 2% O�o 2� 0� O�o 0� O�o O�Yo 3�0 0% 3� 0� 09�0 0% 0� 2�0 APPENDIX C- 9 of 12 RAYSOR Transportation Consulting Intersection Count Worksheet TOTAL VEHICLES Count Location: Hercules Avenue at Central Projed Driveway Count Date:06/04/13 Hercules Avenue N/A Hercules Avenue Central Project Driveway Inter- 'ita rt From North From East From South From West section "fime Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Totai 3:00 PM 0 89 0 89 0 0 0 0 0 165 0 165 0 0 0 0 254 3:15 PM 0 102 0 102 0 0 0 0 0 124 2 126 0 0 0 0 228 3:30 PM 0 146 0 146 0 0 0 0 0 150 0 150 5 0 0 5 301 3:45 PM 0 115 0 115 0 0 0 0 0 153 0 153 0 0 0 0 268 �fotal 0 452 0 452 0 0 0 0 0 592 2 594 5 0 0 5 1051 Peak Hour Volume (peak hour of project traffic) CDO PM 0 452 0 452 0 0 0 0 0 592 2 594 5 0 0 5 1051 Peak Hour, Peak Season Volume (PSCF: 1.06) C�0 PM 0 479 0 479 0 0 0 0 0 628 2 630 5 0 0 5 1114 Peak Hour Factor: 0.87 N � Central Project Driveway Hercules Avenue Lo � �o o�o «� 1 �., j— o N/A o��tr N 00 O � � � 5 � Hercules Avenue Peak Hour Heavy Vehicles From North From East From South From West Tota I Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Volume 0 14 0 14 0 0 0 0 0 11 � 0 11 0 0 0 0 25 Percent 0% 3�Yo 0% 3� 0� 0% 0� 0% 0% 2% 0% 2% 0� 0% 0% 0% 2% APPENDIX C- 10 of 12 � ' , � ' � � � , � 1 1 ' � � ' � � ' RA'YSOR Transportation Consulting Count Location: Hercules Avenue at South Project Driveway lnterrsedion Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Peak Hour Volume (peok hour of project trafficJ C30 AM 2 736 0 738 0 0 0 0 0 387 2 389 1 0 4 5 1132 Peak Hour, Peak Season Volume (PSCF: 1.06) C30 AM 2 780 0 782 0 0 0 0 0 410 2 412 1 0 4 5 1199 Peak Hour Fador: 0.94 N � South Project Driveway Peak Hour Heavy Vehicles Hercules Avenue Lo ° �-o N 1� O «� 1 �.► r ° N,A 4��,tr N O O � � � 1 � Hercules Avenue From North From East From South From West Tota I Right Thru Left Total Right Thru Left Total Right Thru � Left Total Right Thru Left Total ��lume 0 14 0 14 0 0 0 0 0 13 0 13 0 0 0 0 27 Pe�rcent O�o 2% 0% 2�0 0% 0� 0� 0% 09� 3% 0% 3% O�o O�o 0% 0% 2� APPENDIX C- 11 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at South Project Driveway Intc�rsection Count Worksheet Count Date: 06/04/13 TOl'AL VEHICLES Hercules Avenue N/A Hercules Avenue Middle Project Driveway Inter- Start From North From East From South From West section Time Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Total 3:00 PM 0 89 0 89 0 0 0 0 0 165 0 165 0 0 0 0 254 3:15 PM 0 102 0 102 0 0 0 0 0 126 1 127 0 0 0 0 229 3:30 PM 0 151 0 151 0 0 0 0 0 149 0 149 0 0 1 1 301 3:45 PM 0 115 0 115 0 0 0 0 0 153 0 153 0 0 0 0 268 Total 0 457 0 457 0 0 0 0 0 593 1 594 0 0 1 1 1052 Peak Hour Volume (peok hour of project troffic) C00 PM 0 457 0 457 0 0 0 0 0 593 1 594 0 0 1 1 1052 Peak Hour, Peak Season Volume (PSCF: 1.06) C00 PM 0 484 0 484 0 0 0 0 0 629 1 630 0 0 1 1 1115 Peak Hour Factor: 0.87 N � Middle Project Driveway Hercules Avenue Lo � �o � o�o .� 1 �, t- � N/A 1��tr ��o Q � N lD � � Hercules Avenue Peak Hour Heavy Vehicles From North From East From South From West Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Volume 0 14 0 14 0 0 0 0 0 11 0 11 0 0 0 0 25 Percent 09'0 3�0 09�0 39�o O�o 0% 09� 0% O�o 2% � 0� 2�o O�o O�o 0% 0% 2� APPENDIX C- 12 of 12 ' ' ' IJ C' ' 1 1 � � 1 � � � i 1 i 0 � APPENDIX D Historical Growth Trend GE Site - 1925 Calumet Street StudyArea Growth Rate Eva/uation Hercules Avenue Count Value 14141 13,806 14,079 15,029 15,816 Drew Street to Sunset Point Road -3.00% LinearTrend 13,660 14,117 14,574 15,031 15,489 AADT SOURCE: Pinellas County MPO APPENDIX D- 1 of 1 � t� � lJ , l� � 1 � � � � � 0 � � � � i APPENDIX E Operational Analysis Intersections HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: :�unset Point Road & Hercules Ave AM Peak Hour Existing Traffic Conditions � � � ,� � � � t r� � 1 -� ` ��' � �„ ,��r,�� , �s`�:' .. ��' ��t ��k ' ��" .. �; �ll�t� � :; ��i" � ," Lane Configurations � 'r''� � �j�j '�"� '� �`'r' � � �`"� Volume (vph) 61 705 265 178 603 59 99 127 117 219 499 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 Lane: Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 1.00 1.00 0.95 Frt' 1.00 1.00 0.85 1.00 0.99 �' 1.0� 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd:�Flow{prat) 1656 3471 1583 3367 3422 1597 3312 1417 1770 �3415 �,� Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.25 1.00 1.00 0.54 1.00 Satd. Flow (perm) 1656 3471 1583 3367 3422 424 3312 1417 1000 3415 PeaM;-hourfactor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. flow (vph) 64 742 279 187 635 62 104 134 123 231 525 88 RTOR Reduction (vph) 0 0 157 0 4 0 0 0 102 0 9 0 LanE� Grpup Flow (vph} 64 742 122 187 693 0- 104 334 21 231 604 0 Hea�ry Vehicles (%) 9% 4% 2% 4% 4°/o 5% 13% 9% 14% 2% 3% 6% Tum Type Prot Perm Prot ' pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Perniitted Phases � 2 �" 8 8 4 � Actuated Green, G(s) 9.8 65.7 65.7 13.6 69.5 37.1 25.2 25.2 50.9 32.9 Effective Green; g(s) ` 9.8 65J 65.7 13.6 69.5 �' 37.1 25.2 25.2 50.9 32.9 Actuatetl g/C Ratio 0.07 0.44 0.44 0.09 0.46 � 0.25 0.17 0.17 0.34 0.22 Cfearance Time (s) 5.6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lan�: Grp Cap (vph) 108 1 a2(l fi93 305 1586 198 556 238 440 749 v/s F;atio Prot 0.04 c0.21 c0.06 c0.20 0.04 0.04 c0.07 c0.18 vls Ftatio Perm Q.08 0.09 Q.Q1 0.11 v/c F;atio 0.59 0.49 0.18 0.61 0.44 0.53 0.24 0.09 0.53 0.81 Unift�rm Delay; d1 fi8.2 30.1 25.7 65.7 27.1 45.8 54.1 �2,7 37.8 55.5 ProSression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.15 1.00 1.00 Incre:mental Delay, d2 ' 8.4 1.1 0.6 3.6 0.9 2.5 0.2 ` 0.2 1.1 6:4 Delay (s) 76.6 31.3 26.2 69.3 28.0 48.1 52.9 60.6 38.9 61.9 LevE,i�of Service �� :�; E � C C � � E C � � � ��D � D�� E D E Approach Delay (s) 32.6 36.7 54.2 55.6 Approach LOS" C D D E Intersection Surnmary HCti1 Average Control Delay 42.3 HCM Level of Service D HCf�1 Volume to Capacity ratio 0.64 Actuated �ycle��Length (s) a 150A� Sum of lost time (s) ,��, �� 32.3 � � ��,��.� � °�� Intersection Capacity Utilization 68.1 % ICU Level of Service C Analysis Period (min) '�`�� 15 ��'�� °��' �`�"�� c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 1 of 24 Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: l�alumet Street (East) & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � T � � � IYILt�Q�� !�`. :F�. #� I�'�rir �h �. 3 - 'i�ECHi � "�.�k �j� � = � -�o-i; �;. � �« sk� �A i � r i i oe G „�+� �:.-�, � � � � u�,. LanE; Configurations � � �j'� �� "� � �'� Volume (vph) 24 35 349 66 63 758 �� ._ � s. � Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 iotaf Cost time (s) 5.6 5.4 5.4 °�a��,. ;� - " �'�;�',`�� `�{ �� 9�� z �. � LanE; Util. Factor 1.00 0.95 0.95 F�t � 0.92 0.98 ��'��:: 1.00 's�'�� '�� .rL. .�: � ��w� � ��; _ � v<<: � �, r M�� Flt Frotected 0.98 1.00 1.00 Satd.��low(prot) �� 1526 ��99 � 3563 � �� Flt Fermitted 0.98 1.00 0.88 Satd. Flow (perm) 1526 3399 3149 ; Pealc-hourfactor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vphj�� 26 �8 3'�5 �� 71 68 815 � �� RTOR Reduction (vph) 35 0 11 0 0 0 Lan�: Group Flow (vph) 29 0 435 0 0 883 Hea�✓y Vehicles (%) 17% 9% 4% 2% 0% 1% Tum Type Perm _ Protected Phases 8 2 6 �� Pern�itted Phases �` �� ' g 7, �' � - , ;�� . �h. �. . � � ��,��. ��'- Actuated Green, G(s) 5.0 59.0 59.0 Ef#er,tive Green. 9 ��) �� 5.0 �� 59.0 ��' � ��'� 59.0 �.u.� �� vs.. � ` � w �� ,� �era,�� . , � _ Actuatetl g/C Ratio 0.07 0.79 0.79 Cfearance Time (sj 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 I.an�: Grp Cap (vph) 102 2674 ' 2477 v/s F;atio Prot c0.02 0.13 vls Ftatio Perm � _ `� �'�� c0.28 � � � � " ` �°� �� ° ��" � 0 ��,. �� € . ar '��. �u� �C . ��5 . „ ,m�� v/c F;atio 0.28 0.16 0.36 Uniform Delay, d1 � 33.3 � � 2A � � � ,, , � ' "� 2.4 � i �, �� t :�� ti�� n�� a�� `�� i�' � ProSression Factor 1.00 1.00 2.34 nw _ � �, _ IncrE�mental Dela , d2 '� � � 1.5 � � � �� _ ��° �� " � � � Y 0.1 � � � �� 0.3 �� . �" �t W dr, � Delay (s) 34.8 2.1 5.9 Leve�l of Service ��!�� C � A rv.� ' A ��n ��,�[ �� __�' ��Tr� �� y ,, ,,; ��`�� : Approach Delay (s) 34.8 2.1 5.9 Approach Lf�S C A A In#ers�ciion �aummary ' HCNI Average Control Delay 6.0 HCM Level of Service A HCfvl Volume to Capacity ratio 0.35 Actuatsd Cycle Length (s) �,;�� , 75.0 Sum of Iast time (s) �,��,� ,_ � 11.0 �a�,� °��< ��;�� Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 `��"°�"'�°` "� ' c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 2 of 24 Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � � � � � � � � � � � � �: �� ., �. �� , �;. �. ��,� �- � . Lane Configurations '� '�'�a '� �'"�r � '�"� �j '�'�r Volume (vph) 171 816 42 90 964 70 25 27� 64 144 357 195 Idea Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Totaf Lost time (s) 6.5 7.1 6.5 7.1 7.3 7.9 7.3 7.9 LanE� Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Frt 1.00 0.99 � 1.00 0.99 1.00 0.97 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (protj 1687 3479 1805 3421 1556 3472 1626 3220 Flt Permitted 0.09 1.00 0.20 1.00 0.35 1.00 0.38 1.00 Satd. Flovu (perm) 152 3479 375 3421 575 3472 655 3220 Peal;-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 182 868 45 96 102� 74 27 287 68 153 380 2t#7 RTCR Retluction (vph) 0 2 0 0 4 0 0 19 0 0 63 0 Lane: Group Flow (vph) 182 911 0 96 1096 0 27 336 0- 153 524 0 Hea�ry Vehicles (%) 7% 3% 3% 0% 4% 11 % 16% 1% 1% 11 % 3% 12% Turn Type pm*pt pm+pt pm+pt Pm+pt Protected Phases 5 2 1 6 3 8 7 4 Pem�i�ted Phases '�' 2�� 6 8 4 ;� � Actuated Green, G(s) 59.4 46.7 51.8 42.9 29.7 25.1 41.5 31.0 Effective Green;�g (s) �� 59.4 46.7 �� ;��'� �51.8� 42.9 29.7 25.1 41.5 31:0�� Actuated g/C Ratio 0.49 0.39 0.43 0.36 0.25 0.21 0.35 0.26 Clearance Time (s) 6.5 7.1 6.5 7.1 7:3 7.9 7:3 7:9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 LanE: Grp Cap {vphj 238 1354 268 1223 180 726 311 832 v/s Ftatio Prot c0.08 0.26 0.03 c0.32 0.01 0.10 c0.04 c0.16 v/s Fiatio �erm c0,30 ' �� 0.13 � � �'� fl;03 � 0:13 " v/c Ftatio 0.76 0.67 0.36 0.90 0.15 0.46 0.49 0.63 Unifi�rm Delay, d1 28.4- 30.3 �� 21.7 36.4 �� `��` `�� 34.7 41.5 �'� � 28.� 39.4 �� Procression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 IncrF:mentalDelay, d2 � 13,6 �� 2.7 ; ��' �� 0.8 ��;1U.4 �� Q.4 � 0.5 �� ; 1.2 L5 � �� Delay (s) 42.0 33.0 22.5 46.8 35.1 42.0 30.0 40.9 Leve�l ofService r �� , D �� '� C � � ', Q ��` D �� ; C � � Approach Delay (s) 34.5 44.9 41.5 38.7 Approach LOS C` D � C� ' InterSectian Surnma _.. HCti1 Average Gontrol Delay 39.8 HCM Level of Service D HCh1 Volume to Capacity ratio 0.87 Actuated Gycle �ength (s) �W : 1�20.0 Sum of lost time {s} ,�� 35.3 �'��u�,��,F xi, Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Penod (min) ��" �� 15 '`�`� � �` �� '�'` c C;ritical Lane Group RAYSOR Transportation Consulting APPENDIX E- 3 of 24 Synchro 7 - Light: Report HC;M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 2: i�alumet Street (West) & Hercules Avenue AM Peak Hour Existing Traffic Conditions � �i � I i � �� i �g.� � �� '£��Y i4�:.;: i�'��;`� � k:i'��'ti�ll� ;ry"i ='"illi`�� Ga-��.�� Lane Configurations � �''� �� '� � � Volume (veh/h) 16 14 49 335 807 57 m Sigr Control Stop Free Free Gra�ie 0% 0% 0% `�� ' � �, � �� : Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Houdy ilow rate (uph} 17 15 53 364 877 62 �� _ �� _�� '5q,Ap��1y� ' �� 5 . '+, w �TBavn t � N,t'�'�W'�'fl#� Iy .iC6�'. �' Pedestrians Lane Width (ftj �� , �....4.�. .�� ,:, . � � ,� � Stw..r:.t�z�.�.�bu�+uw�k'�au.,� , . _ k v»�,wa�J.a�o�t�ra:�Cha:..�i..�. . „�� !r5� n� ��, i�:l Wall<ing Speed (ft/s) Percent Blockage �� . .. N�� r� �" Y��,` �n�"�� " �,�s�� _ ;.-�� s �� „w,� ��" . t° °'� Right tum flare (veh) ��°u� s � . � � �� f � ,d�� _ , �� « � M@d1811 �p@ � � ��ba � d, �, � �t ��ti.�� NDRB '� NOfl2 e"M�� v r , �� i��ra�! 'R.� , 4�k�i `�.�k . ,"� �' Median storage veh) Ups�tream signal (ft) � 265 �a ��` �-, dn��t��r� a �� °� , . ..... ma,4a.�.a �u ... �" �� tiE�', t� z, a,-,��w��' � . pX, platoon unblocked 1.00 vC, ronflicting volume 1197 47� �339 m�,��,� �� . . �?� �rw�,.�� $� ��a��6 .�.:� ��d� ; � a, � vC1, stage 1 conf vol V�i2� $tc'�gf. 2 C�i�f V�� , �'+; ��a �_!� _, � .'��u"��'n*.a,,rs� _ ��iTM � �im��ta�`�� vCu, unblocked vol 1195 470 939 tC, ;�ingCe (s} �- 7.1 6.9 4.7 �. F��v W�. : ' � ��'�� £..��. �`� ,�Y� �� _ vr�� „� �� ,��.�� tC, 2 stage (s) tF (��} �� ° � �� ,, ��a � � � � �' � �1 � �;�� ;6 �k � , � � f � e��re �„�°� � �� ti a �,x� 3.6 � 3.3 2.2 � �� u � � ��r�' � ti „� � , � �a �k� ��s r�h� � �� , � ,._ � p0 queue free % � 89 97 93 �� cM capacity (veh/h) 152 546 725 _ __ Qit�Cti��t� 1.� �...�; ' ��i � M� 1 NS 2 SB 1 SB 2 Volume Total 33 175 243 585 354 - Volume Left 17 53 0 0 0 Volum� Righf 15 p 0 0 62 w�;` �-�� h��' ,� r�dA"��~� cSH 229 725 1700 1700 1700 _ Volume to Capacitar 0.14 0.07 0.14 0,34 0.21 �" �`�, , rp� `� �, i�`�„ N�N� '�'��1. Queue Length 95th (ft) 12 6 0 0 0 Control Delay (s) 23.3 3.7 0.0 0,0 OA „H; � „� '�� -- r � � ��k�`� _ �ti �� rF��Gr� � �g�, LanE; LOS C A �� P �d��, , r � � �� „ : s. , :, �< App�oa� D�IaY (s) 23.3 1.6 OA r Approach LOS C � � . � ��_� � � . � � ��; � � � . �i�sy��;� � �-' � � � . x,�,� ��. y ;��,� � � � � �,o. _ � ss. �r�: �� , �� ' Average Delay 1 A Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 � , S � ' � ,� � RAYSOR Transportation Consulting APPENDIX E- 4 of 24 Synchro 7 - Light: Report i� HC;M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" ' 4: Central Project Driveway & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � � t 1 � Lan� Confgurations `� �'� �'�, Uolume (veh/h) 0 1 0 414 781 1 �r � a � � �� w,._>� �� ' Sign Control Stop Free Free Gr2��e � 0% 0% 0% � ' °.�` ' �, �. � � '�"�� : ��'�� 4 �I��a�� a�� ,t '�� ,��i� Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourf��flow rate (vph) 0 1 0 440 � 831 1 � � � � � � � ;�� ° �� `� ' � Pedestrians � ` T��` � Lan�� Width (ft) �u��,� �� w��.�� f �� _ ..N �. a � � � � � �� , � ' ��M �� w� � ��.>, }��7� , � d�� , a� � �� d k�� s, .d' �o.,. �� u�" � ��` Wal<ing Speetl (ft/s) Pen:entBloekage � �� . H�a� ��:�i,r�� s �� a�,�q�� a_„�� ;�� ' r� � ^ „�.° ,�� - _, ` �� ,� � �.n�• Rigfit turn flare (veh) P @ , _ Median type '��x��'��w�� .: � : None None . ��:� �� . �.�� :� � ��. ��. Median storage veh) U�s�treamsignal(ft) � 350 „ °`�� ' � '�„I��"�,. `� � . . �.� ��wd � . �"'''u�e;.; �, ,.. � .., ... ,� �� dd„ r�� 5 �. ��. pX, platoon unblocked 0.94 0.94 0.94 vC,conflictingvalume 1D52 416 832 ��d�� .�� .. ��;��'�. �� G r -.." "�{"��a��.w� G��. � vC1, stage 1 conf vol � vC2 stage 2 conf vol z ��3� ��" � h�� .�� r' � �� 5 � �N a.. � ,e 7 4 ar -a„'�, � �..w� . � L 'I�# "�^ -, . .� 4 a a u,?nx � , , ,a��N ,c vCu unblocked vol 934 260 701 tC, �,ingfe (s) 6.8 6.9 4.1 . �'� 4� � ��`°� � �� r. �� v � ° �, , �� G� tC, 2 stage (s) `��"� ��' � tF {sj ; 3.5 3.3 2.2 �t�� . � ..,., ��;�" r= ��"� ..'s�&� ��, ,� � ��y�' �� ° p0 queue free °/a 100 100 100 cM c.apacity (veh/h) 253 702 854 Dir��jtit��t, � # � _ �� 1d� 1 (�B 2 �B '! > SB 2 � y x �; fi � :�; Volume Total� � 1 147 294 554 � 278 Volume Left 0 0 0 0 0 Volume Right � �� 1 ��` 0 0 0�� 1 , � �r ��`�� ,��'��,��; ��„�� ,� � �: � � �� . cSH 702 854 1700 1700 1700 �� Volume to Gapacity 0.00 0.00 0.1 � 0.33 0.16 ��i� �" ��""��,� y�� °� � .�. ,� �� . � � � ��?� ,� �� Queue Length 95th (ft) 0 0 0 0 0 Gont.ro(�Delay (s) 10.1 �0.0 �.0 �� 0.0 �� U,4 ,d �,,,� �� - ,-- �� Lane LOS B - � -� PP Y � ) �. , � o.-. �; � � � � . A roach Dela s � 10.1 O.Q 0.� � � Approach LOS B .�� I�� ,F �, �� ,� � �w� , �� ; � ° , ,�e , , �� v ,� � � -" � � �. s , w ,, . . ;, � , �� z k..� � �� Average Delay � � p.p �� In#ensecfion Capaaty Utilization 31.6% ICU Level of Service A Anal�ysis Period (min) 15 � � -�� ;��,; RAY30R Transportation Consulting APPENDIX E— 5 of 24 Synchro 7 - Light: Report HCM Unsignalized Intersection Capacity Analysi�llanufacturing Facility G-188 "Project Banner" 5: :iouthern Project Driveway & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � � T � � _ ="--z� ti �;�'; •� ; ..�.� _ y,i y�'� �� -�� , `a` � i °liy �'.� � i v�pi,�` ��a, Lane Configurations �j'� �''� '�'� � Volu�me (veh/h) 4 1 2 410 780 2' Sign Control Stop Free Free Gradie � 0°l0� �% 0% ` � � �� . � �� . �, �� , � �� '��.z��. ' �� PeaN; Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly �low rate {vph) 4 1 2 436 830 2 �` "`�� "�� ,`� � ' �� o-.+s�:r'u� Y. r��fi� �..i ro`t��" �,'. '. i 4.s�,��„U�a'�r PedE�strians Lan�� Width (ft) �� . � , �.: �� ; k� � . -� ��,.�'_��,cx��m �•�wm��w�� _��- �� F� �.�, ,� �� r afy �s� , Walking Speetl (ft/s) � �� r y �° 4 „ � � Percen#Biocka e ,�: , � � �� ;� ''` �'� - � � ��'�s ��_ �g�� „� � , _.�.� �r: ��r � 3 �§, �.,�- . � ...-� ��t�€��;4��,t�"��G�� lua .i 3�'� . j� �r�, Righl tum flare (veh) , ti, Median, �YPe � � �= ��; �� -. = None None �� 3, �_ � h � � " w� k� � �ti i �� Median storage veh) Upstream signal (ft} � '° � � � 960 ��;��"�._�_ ��a�� _ . �m= �� .� ;��r- pX, platoon unblocked � �b�� ,�� 6�� r�� vC, co�flicting volume '�53 �'� ��416 �� 832 . _ _� „u ,��, �� . .,h , �� vC1, stage 1 conf vol vC2, st� �e 2 conf vol � � � �"�`��'� � � `' � ; � �� "�fi�� p g �,x�,,� �� :.�,:`. .� w� .. vCu, unblocked vol 1053 416 832 tC, sin !e' s �.8 6.9 4.1 �� , � , ;p G� :"` � g t � ��E .�:� _-_x��ra'�.ar��,� i�'.a . ., �� , r.y,, ��,:' F tC, 2 stage (s) � �� t �c� -br � � � �. � �e- ' �xr t e �,"�, N�'o.. ,�i�t vm�i tF (s) ��i�� 3,5 3.3 2.2 . � �"~, �' 1�� ';,� � � � �� ,��,��, ,��:` ��ti ��°' p0 queue free % 98 100 100 cM capacity (veh/h} 224 591 809 t��i�� Lane #.� �£S 1 �� t�� tVB 2 �B 1 �� SB 2 � Volu me Total 5 148 291 553 279 Volume Left 4 2 0 0 0 Volu�me Right ,�.��. 1 � 0 0 �� 2 �;��„�� ; _ ,��E��` cSH 256 809 1700 1700 1700 � � � � � � �� Volu��me to Capacity �lt}2 �� 0.00 0.17 U.33 � �;16 �� , ' a� � �w., �, � � rp�� ` ��r �� ` . �� Queue Length 95th (ft) 2 0 0 0 0 Control Delay (s) 19.4 0.2 0.0 0,0 0.0 =-��G��'' � ` y �, �. � �*� '�,��t ,� ,�t �`,r..�� Lane LOS C A Approach �DelaY is) 19.4 �� 0.9 � O.Q � s„_ r � �a� ��x. Approach LOS C • � k � -v a `.�� i�l;� . _ �rs i �tin� �� _u; €�—"°� � �� W � �_ ira i� Average Delay 0.1 Inter�ection Capacity Utilization ' 31.6% ICU Level of SeNice A Anal�sis Period (min) 15 �r ��„ � RAYSOR Transportation Consulting APPENDIX E- 6 of 24 Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: :�unset Point Road & Hercules Ave AM Peak Hour Total Traffic Conditions � --► � � ~ � `� � r' � � � Lane Configurations � �� '�'� �'�r �j �� j �'�, Volu��ne (vph) 61 705 283 201 603 59 1 Q4 130 124 219 511 $4 Itleal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 TatalLosttime(s) 5.6 6:4 6.4 5.6 6.4 6.1 7:8 7,8 6.1 7.8 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 1.00 1.00 0.95 F�t '� ' 1.00 1.00 0.85 1.00 0.99 1 AO 1.00 0.85 1.OD ` 0.98 �" Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow {p�tj � 1656 3471 1583 3367 � 3422 �`� � 1591 3312 1417 1770 3417 � Flt Psrmitted 0.95 1.00 1.00 0.95 1.00 0.23 1.00 1.00 0.54 1.00 Satd. Flow (perm� 1656 3471 1583 3367 3422 392 3312 1417 1001 3417 Peak:-hourfactor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. l=low (vph) 64 742 298 212 f�35- 62 109 137 131 231 538 88 RTOR Reduction (vph) 0 0 170 0 4 0 0 0 109 0 9 0 Lane Group Flow (vph) 64 742 128 212 693 0 109 137 22 231 617 0 Hea�y Vehides (%) 9% 4°/o 2% 4% 4% 5% 13% 9% 14% 2% 3% 6% Tum Type Prot Perm Prot pm+pt Perm pm+pt ' ProtE�cted Phases 5 2 1 6 3 8 7 4 Perniitted Phases 2 8 8 4 Actu,�ted Green, G(s) 9.8 64.3 64.3 14.7 69.2 37.9 25.7 25.7 51.2 32.9 Effective Green, g(s) 9.8 64.3 64.3 14.7 69.2 ti�� 37.9 25.7 25.7 51.2 32.9 Actuatetl g/C Ratio 0.07 0.43 0.43 0.10 0.46 0.25 0.17 0.17 0.34 0.22 Cleai�ance Time (s) 5.6 6.4 6.4 5.6 6.4 fi.1 7.8 7.8 6.1 7.8 Vehi�;le Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' Lane Grp Cap (vph} v/s Ratio Prot v/s Ratio Perm 108 148$ 679 330 1579 0.04 c0.21 c0.06 c0.20 v/c Ratio 0.59 Unifc�rm Delay, d1 68.2 Progression Factor 1.00 Incremental Delay, d2 8.4 Delay (s) 76.6 Level of Service E Approach Delay (s) Approach LOS 0.50 31.1 1.00 1.2 32.3 C 33.5 e 0.0$ 0.19 26.6 1.00 0.6 27.2 C 0.64 65.1 1.00 4.2 69.4 E 0.44 27.3 1.00 0.9 28.2 C 37.8 D 197 0.04 �; 0.09 0.55 �� ` 45.5 0.99 �� 3�.3 48.5 ��E''�� ° D � 567 0.04 0.24 53.7 0.97 0.2 52.3 D 55.0 E 243 0.02 0.09 52.3 1.21 0.2 63.3 E 441 c0.07 0.11 0.52 37.6 1.00 1.1 38.7 D 749 c0.18 0.82 55:8 1.00 7.3 63.1 E 56.6 E fnten�ecti�n Sumrttary HCM Average Control Delay 43.3 HCM Level of Service D HCM Volume to Capacity ratio 0.65 Actu�ated Gycle Length�(s} 3 150.0 Sum of lost time (s) "r �� ;�� 32.3 ,,� �� , Inter;>ection Capacity Utilization 69.4% ICU Level of Service C Analysis Penod �rninj 15 � `�� c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 7 of 24 Synchro 7 - Light: Report HC:M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: �Calumet Street (East) & Hercules Avenue AM Peak Hour Total Traffic Contlitions � � t � � � Lane Configurations � �'�, �� Volume (vph) 24 47 415 68 63 752 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Tot�d Lost time (s) 5.6 5.4 5.4 � ��_�� $ ��` ,, ��w��;� ` Y�� _ �� .:��.� �.., �w�,��,� ��, Lane Util. Factor 1.00 0.95 0.95 �� ° ��;�- ��« �� Frt 0.91 � ;� 0.98 �� ;,�� ,_.� :� 1.00 _� � �� ' �i�� Flt F'rotected 0.98 1.00 1.00 Satcl. flqw �prat) 1523 3407 3563 �x- ' Flt F'ermitted 0.98 1.00 0.87 � Satcl. Flow (perm) 1523 3407 3111 Pea�-hourfactor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj: Flow (wph) 26 51 446 73 68 809 RTOR Reduction (vph) 47 0 10 0 0 0 Lane Group Flow (vph) 30 0 509 0 0 877 Heavy Vehicles (%) 17% 9% 4% 2% 0% 1% iurc� Type Perm Protected Phases 8 2 6 Perrnitted Phases � {� �E � �� °� .� � -� � �� r � � �� , , „� � � ��_u _„ ��i� ` Actuated Green, G(s) 6.2 57.8 57.8 b Etfer,tiveGreert,,9(s)� � ��6,2 �•�� 57.8 � ,��'�.��.��,�� 57.8 � ��. �� `�� , °``��.�'„�'�� Actuated g/C Ratio 0.08 0.77 0.77 Clearance Time (s) 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 Lan�s Grp Cap (vph) 12�'i 2626 2398 v/s F;atio Prot c0.02 0.15 vls Ftatio Perm �`F � � c0.28 �`�°�k'�� fi,�:«� ��,Gn�� ;,.�F ��'�� v/c F;atio 0.24 � 0.19 0.37 � �� Unifit�rm Delay, d1 � 32.2 � � ��?" � �2,3 � 2J � m�� , � '' �` � ' � � t, '�� `� ' ��, Progression Factor 1.00 1.00 2.22 f Iner��mental belay, d2 � ��1.0 � 0.2 '� �� " � Q4 "� �� ` �` ' � �� ` � �' -�tii �. ;., h��`..� ti�w.i � �� , d� ._ ^�+I� em."� .-� Delay (s) 33.2 2.5 6A LevelofService'� .G��,�� ' ` � � ,._ p ��s�4 ��'u�'„�'��,�� :�� ' �k��` � Approach Delay (s) 33.2 2.5 6.4 Approach L4S C A A Inf�r�irt� Su�timary HCNI Average Control �elay 6.4 HCM Level of Service A HCN! Volume to Capacity ratio 0.35 Actu�ated Cycle Length (s) �s ��,�, ;�� ?5.0 Sum of lost time (s) �d N��;,��, , 11.0 �;�� o�,�� Inter:�ection Capacity Utilization 54.1°/o ICU Level of Service A Anal��sis Pe�Qti (min) � "�� 15 �� "� � °��*� ` c Critical Lane Group RAY30R Transportation Consulting APPENDIX E- 8 of 24 Synchro 7 - Light: Report HC;M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue AM Peak Hour Total Traffic Conditions � � � � ~ � �1 t l� � # � Lane Configurations � �'� �j �'�, � �� r� ��, Volume (vph) 183 816 42 90 964 93 25 288 64 151 362 19$ Itle�31 Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 i'ot��I L�st time (s) ��, �, � 6:5 � 7�:1 6.5 7.1 7.3 7.9 � 7.3 7.9 � Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Frt ' 1:00 0.99 `�� 1.00 0.99 1.00 0.97 1.00 0.95 Flt F'rotected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satti, Flow (prot) 1687 3479 1805 3405 1556 3477 1626 3219 Flt F'errnitted 0.08 1.00 0.21 1.00 0.34 1.00 0.36 1.00 Satd. Flow (perm) 149 3479 396 3405 552 3477 609 3219 Peak-hourfactor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 195 868 45 96 1026 99 27 306 68 161 385 211 RTOR Reduction (vph) 0 2 0 0 5 0 0 18 0 0 64 0 Lan�� Group Flow (vph) 195 911 -0 96 1120 0 27 356 0 161 532 0 Heavy Vehicles (%) 7% 3% 3% 0% 4% 11 % 16% 1% 1% 11 % 3% 12°/o Turri Type pm+pt pm+Pt pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Perrnitted Phases 2 g g .. 4 Actuated Green, G(s) 61.6 47.6 51.4 42.5 28.7 24.1 407 30.1 Effective Green, g(sj 61.6- 47:6 �, ; 51.4 42.5 ti�� 28.7 24.1 40.7 30.1 Actuated g/C Ratio 0.51 0.40 0.43 0.35 0.24 0.20 0.34 0.25 Clez�rance Time (s) 6,5 7.1 6.5 7.1 7.3 7.9 7.3 7:9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lan�: Grp'Cap (vph} 256 v/s Ftatio Prot c0.09 vls Ftatio Perm ' 0:30 v/c F;atio 0.76 Uni#c�rm Delay, d1 '' ', 30.0 Progression Factor 1.00 Incre�mental Delay, d2 ' � 2:6 Delay (s) 42.5 Level af Seroice .�a; D Approach Delay (s) Approach LOS t380 c0.26 0.66 29.6 1.00 2:5 32.1 C 33.9 C 274 0.03 0:12 0.35 21.7 1.00 �,.� 0.8 � 22.5 � � 1206 c0.33 0.93 37.3 1.00 13.6 50.9 D 48.7 D �; �� 171 0.01 0:03 0.16 35.5 1.00 0.4 35.9 D 698 0.10 0.51 42.7 1.00 0.6 43.3 D 42.8 D 296 c0.05 0,14 0.54 29.6 1.00 2.0 31.6 C 807 c0.17 0.66 40.3 1.00 2.0 42.3 D 40.0 D Infer3e�tit� Su�rmary HCNi Ave�age Control Delay 41.4 HCM Level of Service D HCN Volume to Capacity ratio 0.90 Actu�ated Cycle iength (s) � �, ,,., 120,0 Sum of lost time (s) �,��., 35.9 ��, �, � Inter;�ection Capacity Utilization 85.9% ICU Level of Service E Analysis Periad �min) �"'��° � �� 5 �� °�m ,° �,- c Critical Lane Group RAY;iOR Transportation Consulting APPENDIX E- 9 of 24 Synchro 7 - Light: Report iJ H(�M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" ' 2: Calumet Street (West) & Hercules Avenue AM Peak Hour Total Traffic Contlitions � � � T j � Larie Configurations '� Volume (veh/h) 20 Sign Control Stop Gr�ide 0% Pe�3k Hour Factor 0.92 Hourly flow rate (vph) 22 Pedestrians 10 116 0.92 0.92 11 126 346 805 Free Free 0% 0% 0.92 0.92 376 875 Lan e WidtF� (ft) ��s�� _ ��,�� ,� �M� � ° �'��. �� »� Wa king Speetl (ft/s) 112 x � �,._�_�� _ � �. n, °�'� ��' � r �� „,�� "�-"�� ,. � . __� �� T�� '��, � ,� 0.92 122 �`'� � �� +1 � ��„�� . �. _� �� i �'�� 6r�a� ��"�� a y�`°�� +�r �� ;°�� i�'° ,�"e'�'ro�'�"��r`�rv k��}+��'�6*gi�"r� a;i�i� � �. ; � i,4 � � �� .,. ��,-.��.� .�; . �� s�, � � � � ti- P Percent Blockage � � - �� a� '� G W� ,� �° �� "�� "� � "�� „; � �� ' ��a � =fi;� ��.. . � �r srt��r , �� + .�'�� . �� .- ' Right tum flare (veh) � � � � � Median type � ��;, �� . Metlian storage veh) Ups,tream signal (ft) � ��" � pX, platoon unblocked 0.98 vC, conflic�ng volume 1376 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1349 tC, ;�ingle (s) .�. , 6.9' tC, ? stage (s) tF (:�) �" 3.5 p0 queue free % 81 cM rapacity (vehlh} 113 ��.,� � �� 498 997 498 997 6.9 4.1 3.3 2.2 98 82 523 690 � � %i0@2 N0112 � � ��:'twr�. a� "'��. . � � a �� i�� ,' a � �� 265 ' �� ., �� w`�� .�;�'.,��' �� r:�; � ��' ��'� �;�� '�a �� .�"' .�";'i��°'»� v:'a3 -� �.. �. t.�� i� �J i �;��.i� o �a ..�'..,i�w2�k«��r �.` f��'y Y� � ;, k '�w"J y�„m,"�^' �. � �� m+�� < ��'� � ' r'�a�� :�, '.. �.��, . . . .,�� 7�a'' 9� "��r��A �v i�r ieeN ��;.�_ �'a�+'� �¢��, �'� 4��°t�,� > . �4i 4kx�� -."� f;'� ,�y�ii� ��.�' _ ,. �'�'od a. TM^.s�7�� * �m�" � r `��`", n�a�-G�.�.�,�. n . �i ,.° �Y`��t'u� � � ai 7�� '�y'"-�-_ . ��.�,�� _ ,� �:�� ' _ �� :;;� 3,� � Volume Total 33 251 251 583 413 Volume Left 22 126 0 0 0 Volume Right �'�"" V 11 0 0 0 122 y��` ��.��`� .�,�� .��';��'��,��,��. cSH 153 690 1700 1700 1700 VoluimetoCapaeity '� 0.21�� 0:18 0.15 � ��0,34�� 0.24 � w,��.,,�� ,W�.��_� ��a�� ' � �„��,' °� �"� �,�,�� .�� : ,t Queue Length 95th (ft) 19 17 0 0 0 Control Delay (s)� �� 3�1.8 ��6.8�� OA OA� � OA �`" �n � �� `�� °�'�� ' � �� 4a b ;; � . �. t�.� i a, � r� ' � .;� t61w'� .,_,�+� d � �� L. Lane LOS D A �� Appcoach Delay (s) 34.8 3.4 0.0 Approach LOS D _ �, � _ 11� � �r� � . . � � i'�lI �" � � u�, ` � � r� ._ s � �,` , � �� '��,�" , �_ � z � ��. . � ��. �,, �r� �, � � � Average Delay �1.9 Intersection Capacity Utiliz�tion 52.1°/a ICU Level of Service r� = _ ,.w; � �_A Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E- 10 of 24 Synchro 7 - Light: Report HC:M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 4: Central Project Driveway & Hercules Avenue AM Peak HourTotal Traffic Conditions � � � � � � ...x A.aal ��.iilkf' !' � �j� y� x_; ' —" �y� � � tid� ��.... �:�' �C11. �i�� ,- '` �jilN'�� '��'�'� �_�� rii4r5 ��.�'�.�� ti .� Lane Configurations � �''� '�'� Volume{veh/h) 0 1 0 482 775 1 Sign Control Stop Free Free Gracie 0% 0% 0% �. ��n�� u' � r� ��'��;!� �5�, i a. , , v�m ,.�� m'�!�a��+� ��::��"� Pea< Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 1 0 513 824 1 �Ar_ ��' ��,��, �a; x; Ped��strians Lani: WI�� ft� ..�.�,..�. F��e� o � -.n „ E,..,��,a�.uit,nu.u��H4�> <., z . �. �__ ,�-,�; `� � �6 '�� .i��, i4 iN�",��iW!�q',��n�+�a �� av�� WaUcing Speetl (ft/s) s *� ,z � Mt � „ �; n � 3� � r��r� e-�.�.; i�i � „�' y �. . , � Perc�ent Blockage �i�r��i��md��?��. 'r� '�� 5 ° , �� y � ��, � '� m � _ � � �� ' s "b � '!tiIs a� .� . ,� Right turn flare (veh) h�j."4 > y _ w , y . � �,�. �@C±11fi ��8 � ��,.. � ��tis�� k ��'' f'�i0�@ � ��Otl2 '�� ° M� � > : �o �r�"s . u��v�"u4'� ,�, �"��"�«. �� ; Median storage veh) � Upsl:ream signal {ft} 350 ,"��;��;d��`x�� `� ..�� .��; �s o� ,G�n o �� pX, I�latoon unblocketl 0.94 0.94 0.94 v�, ��dnflic6ng volume �1fl81 41� 826 , . , . , d��;�� '�� `�'a �` ��'��` vC1 stage 1 conf vol vC2 � sfi e 2 confi vol � � �� : — � �� ` ,�� " � � � � � ��a i� �.,� �� _ �� . ��: �w�� , �� vCu unblocked vol 954 242 682 tC s,in �e � s � : ��S.E�� 6:9� 4.1 �� ;�,�� - � P, � � � �; u�� , .� � �a � � � � , �� '__ � � � � � a � �`�� a�r� ��' � ��. ea� �� k �� tC, 2 stage (s) tF (s) �.5 3.3 2.2 � � �` � ,t�� a�� .. �� '`' � � � ��`„ � "�� _ ` �w�,� ;�r ,,�. ! � �. ��,�. ��,�� p0 queue free % 100 100 100 cM r:apacity (veM/h) 244 718 863 Dir��tit�n, L.ar� # =�� N� 'E N8 2 SB 1 'S� 2 Volume Total 1 171 342 550 276 Volume Left 0 0 0 0 0 ValumeR�ght i��k�� 1 � 0 0 1 s . d�rv, ��y��' �,��r�@��"��,., �y cSH 718 863 1700 1700 1700 Volume to Capacity 0�00 O.aO ` 0.20 0,32 0,16 �� =TM ��' V ��, ,a �� nrc��T�n �� Queue Length 95th (ft) 0 0 0 0 0 Ganrrol Delay (s) 10.0 0.0 D.0 0.0 0.0 , , �� , �� ; �� , r ��a.. , �r"'�y �� '- s.«�� .�su,..� , LanE; LOS B � ° , , ��ati�r �,�; � �, �,„�..� . Approach Delay,{s) �� ° �� 14.0 O,D � OA � � � ""� �` � �n,, r � Approach LOS B , _ . . _ e.� .�M ��..,°s � �� - .r�. �_� ��, il� """"' t"' �,� �� _ � y a. , � . �.'�`.c.. i i , ,.,, �.. :�- _ -. . . �- h .: i � �' , . • _� a Po a 1 r � �' y.,, i ... � ±'S : ' Average Delay 0.0 � Intersection Capacity Utilization 31.5°lo ICU Level of Service A Analysis Period (min) 15 , � ' ' , - �� ,;aF � �� _ RAYSOR Transportation Consulting APPENDIX E- 11 of 24 Synchro 7 - Light: Report HC:M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 5: .3outhern Project Driveway & Hercules Avenue AM Peak Hour Total Tra�c Contlitions � � � T 1 -� _ 3 € _ __ �iVi � �� ;'� `"�.:- ��li�j��'n.� ��i �'�' - s.i; I ��II�I 4' i ,A N��p e _`��..' �I �h �;' M�d h,5 Pfr � t a I.�S e"sC� &S z, j - d Lane Configurations '� ,�'� �'�, Volu me (vehlh) 17 20 0 465 776 0 Sign Control Stop Free Free Gratfe 0% 0% 0% ��`��;� ",w��p�� ,�� Pea< Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourlyflowrate (vphj 18 21 0 495 826 0 �,; �,��,„�� ,_ ��;��a,tl ,,, �"' Pedestrians � �� E � �"t ��r� �'`��`� t� Lane Width�(ft} ,�;�. _ �� J�,...w . .a �.� u �uA �..., . ._. _ ..s,rz,.��5 ` �n � , _ � � ��:, .� �'��?`.�� .�� Wallcing Speed (ft/s) PBfC:Btll $�OQ�f�ry 2 y��*�'n 9� . �*"^�, �� , � � � i "` � `��,�tD �p��'"P N',�� . �� '`'�'��v ��, � i � "� �`r�+rai . - tF �a �� . r�u:'��N r"�` P�t �k�a"qIW� Ks � � a,��",a�' _ x ��'.i�.* � .�al" 'i^ . Rigrt kum flare (veh) �.�, ,� o Median type �� r� � . �� .� e �, : ��' None �� None � . �� , �'�'��" �, �� '�� , �� Median storage veh) Upsi:reamsignal (it) � 960 � �� , '" °�� ` . . . . . �.�... � ,�- 1 is.x � !,. '�r. ,i7 . � >�` . �*wu� i p ' '-� _ pX, ��latoon unblocked vG, r,o�flicting valume 1�T3 �� 826 :��M6��,,.�, � � �h�uW��. �F re. ��fi ��. �� <�� vC1; stage 1 confvol VC2, St2 � 2 C��f VOI � � � � � ' � " "�� +� �� , °�`, ° ��a ': i: � p� g� � �� .�.:�� ,��. � ��u;� �� r;,n�,� � ^�,°a��.r� : ` vCu: unblocked vol 1073 413 826 tC, s,ingle (s} 6.8 6.9 4:1 � �4��y��'� ', e' ., ��, '`��k,'��s ��i, � °� tC, 2 stage (s) ��$ „a'�`� � i e y,�'�i i �� i N , �yi.�{;§� + „� '�m�' , a i i � � ��_,,,',� { ) �� ;�� 3.5 ��3:3� 2.2 �� , �� „rn��';' �� u� ,, � �� .M, �,�k�� p0 queue free % 92 96 100 cM r.apacity (veh/h) 218 594 814 [�ir�:t�, �k � 1 �i �! '� NB'2 5B f �� Volume Total �� 39 165 330 550 275 � � �� Volume Left 18 0 0 0 0 1�alume Right 21 0 0 0 0 � � ny; a�, '; ��4��m��= ��;'upw �'��1��3��°��:-� cSH 332 814 1700 1700 1700 Volu�►e to Cap�city�� ` ��.12 � �0.00 � �� 0.19 0.32 � 0.16 '� � ., ._ ��. � �� ,� . `� �� =��,� �� : � ��f` �� Queue Length 95th (ft) 10 0 0 0 0 Co�irol`Delay (sj 1?.3 0.0 OA tI.0 €},0 . � �'g�N; . � ��, . � '��`��'��'�''� ��"�;,,. Lane LOS C Appr�oach [�elay {s) � ��17.3 0.0 OA � � � �� ``� `� � ,�r� � �� ` �,� `; " � � �n � � � Approach LOS . C _ , � ��_ �4, � �� ; ° � i � ;��a; 9, i� �� Average Delay � 0.5 � Intersection Capacity Utilization 31.5% ICU Level of Service A' Analysis Period (min) 15 ' � ' ' ' A��s �� v�dq s �� RAYSOR Transportation Consulting APPENDIX E- 12 of 24 Synchro 7 - Light: Report HC:M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: :�unset Point Road & Hercules Ave PM Peak Hour Existing Traffic Conditions � -# � � '� t � T r� �► � � Lane Configurations � �fi � ��j �"�r �j �� '� �'� Volume (vph) 68 657 149 135 746 130 218 310 299 121 198 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Totz�l Lost time (s) , 5.6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 1.00 1.00 0.95 Frt 1.00 1.0� 0.85 1.00 0.98 1 AO 1.00 0.85 1:00 0.96 Flt F'rotected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satcl. Flow {prot) 1805 3539 1583 3433 3500 1752 3539 1599 1805 3292 Flt F'ermitted 0.95 1.00 1.00 0.95 1.00 0.31 1.00 1.00 0.56 1.00 Satcl. Flow {perm) 1805 3539 1583 3433 3500 567 3539 1599 1057 3292 Peal<-hourfactor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 11 684 155 141 777 135 227 323 311 126 206 77 RTC�R Reduction (vph) 0 0 75 0 7 0 0 0 261 0 27 0 LanE: Group Flow (vph) 71 684 80 141 905 0 227 323 50 126 256 4 Heav� Vehicles (%) 0% 2% 2% 2% 1% 0% 3% 2% 1% 0% 6% 3% Turn Type „�,; ., Prot Perm Prot pm+pt Perm pm+pt Protected Phases 5 2 1 6 3 8 7 4 Perrnitted Phases ' 2 ,� ; g g 4 Actuated Green, G(s) 11.6 82.8 82.8 11.9 83.1 45.5 25.6 25.6 31.5 17.7 Effe�;tive Green, 9(s) 11.6 ' 82.8 82.8 11.9 83.1 45:5 25:6 25.6 31.5 < 17.7 Actuated g/C Ratio 0.07 0.52 0.52 0.07 0.52 0.28 0.16 0.16 0.20 0.11 Clearance Time (s) 5.6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lanf� Grp Cap (vph) , 131 1831 819 255 1818 322 56fi 256 273 364 v/s Ftatio Prot 0.04 0.19 c0.04 c0.26 c0.10 0.09 0.04 0.08 v/s ftatio Perm 0.�5 c0.10 0.03 0.05 v/c Ftatio 0.54 0.37 0.10 0.55 0.50 0.70 0.57 0.19 0.46 0.70 Unifi�rm Delay, d1 71.6 23.1 19.6 71.5 24.9 �< 47.6 62.1 58.3 55.5 68.6 Prociression Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.97 1.39 1.00 1.00 Incre�mental Delay, d2 4.5 �.6 0.2 2.6 1 A ;�, 6.8 1.4 0.4 1':2 fi.1 Delay (s) 76.2 23.7 19.9 74.1 25.9 52.8 61.9 81.4 56.7 74.7 Leve�l ofi �rvice ��,�•� .� � � �� E C y �, [? E F �� E E � Approach Delay (s) 27.1 32.4 66.5 69.2 Approach L�S C C E` E Inters�ic�n Summ�ry ; HCNI Average Control Delay 44.6 HCM Level of Service D HCfvl \/olume to Capacity ratio 0.53 Actuated Cycle Length�(s) 160.0 Sum of lost time {s) y��,� 11.7 ;�,-� �� Intersection Capacity Utilization 70.4% ICU Level of Service C Anal�ysis Period (min) � � � "� � 15 ��'�'" � �� m�"��' �� c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 13 of 24 Synchro 7 - Light: Report HC:M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: Calumet Street (East) & Hercules Avenue PM Peak Hour Existing Traffic Conditions A� ti �1 A� f' ��. ' g-�y. +��. .,�r i r�e t .�. , i�,`..�'� � � � til wL X iici� �. +:"�7 ' ��` � It�" � ;±�� f ^ 1 Lane Configurations Volume (vph) 29 70 595 33 46 451 Idea�l Flow (vphpl) 1900 1900 1900 1900 1900 1900 To��l �ost time (s) 5.6 5.4 5.4 � ��, ��,��y�'" �� Lan�� Util. Factor 1.00 0.95 0.95 Ftt 0.90 0.99 'r�� 1.00 �� , u��,r,3�;� �_�"��r�`�� .;A ��. Flt F'rotected 0.99 1.00 1.00 Sattl�.��Flow (prot) 1640 3515 �� 3461 �� `� a a.,��a .� . � �9a a ,� Flt F'ermitted 0.99 1.00 0.84 Satcl. Flow (perm) 1640 3515 2932 Peak-hourfactor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj: Ftow (vph) 32 78 661 37 51 501 RTC)R Reduction (vph) 72 0 3 0 0 0 Lar�t; Group Flow (vph} 38 0 695 0 0 552 Heav� Vehicles (%) 4% 3% 2% 0% 12% 3% Turr� Type ; Perm Protected Phases 8 2 6 Perrnitted Phases ' � � � � �� ' � g d� �� ^�'�� "�� d k`�� '�� Actuated Green, G(s) 6.6 62.4 62.4 Effe�>tive Green, g (s) 6.6 62.4 k �T ,a� 62.4 ��µ " �, �'� � � ` ,� �� , �� .:. � � . . Actuatetl g/C Ratio 0.08 0.78 0.78 Cleairance'Fi�ne(s) � 5,6 5.4 �� 5.4 � ; � r �� Vehicle Extension (s) 3.0 3.0 3.0 l.ar�E� Grp CaP ivPhj� 'f35 2742 � 22$7 �� # �f �� ' ��, v/s F�atio Prot c0.02 c0.20 vfs Fiatia'�Perm � ��'��i� '��`�� 0.19 � �� ` � � a ` °�� _ . r. � � �� ,. �` � � _� v/c Ftatio 0.28 0.25 0.24 Unifurm Delay, d1 34.5 2.4 ��& 2.4 ,��;��,�u� �.G�"��F� � q�""��'�, Progression Factor 1.00 1.00 1.25 IncrE:mental Delay, d2 1.2 `�° 0.2 ' � � �� ' 0.2 �" �� "�"�!�"�;�„��c��5 a'�� Delzy (s) � 35.6 2.6 � 3.2 � � Leve:l of Sentie� -a� D � i� A � ��`°` � q �� d `� �� r��a . ��. t h � mb".I� . ' � �"_ �v=.��.,, � S�"'i.Sli�i�`t,ry.: � �-vo-�a P.�. � Approach Delay (s) 35.6 2.6 3.2 __ _ _ __ _ Approach LOS �� D � A A �� InfeCS�t�+on �I�r�rr�a�,' HCh1 Average Control Delay 5.5 HCM Level of Service A HCh1 \/olume to Capacity ratio 0.26 Actuated Cyde L�ngth {s) ,,� ; 80.0 Sum af lost time {s) ,,�r;;� 11 A ��;; ��„�; „�� Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis��Period (min) � � ��` � 1g �"�'�""� � ��"��` c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 14 of 24 Synchro 7 - Light: Report � � HC:M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � � � � � � � � i � , ° ' r�t - � �2 � ;� °� ; ��t � ` �� un,�� , . , Lane Configurations � �'� '� �'�r '� �'�r '� ��:, Vol�rme (vph) 173 1Q03 36 89 954 94 38 281 65 168 240 1�1 , Ide�l Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Tot�ii �ost time,(s) 6.5 7.1 6.5 7.1 7.3 7.9 7.3 7.9 Lan�� Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Frt �� 1.00 0,99 1,00 0.99 1.00 Q.97 1.00 0.9� _� ' Flt F'rotected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow {prot) 1736 3523 1805 3488 1805 3440 16$7 3322 ` a Flt F'ermitted 0.11 1.00 0.15 1.00 0.48 1.00 0.34 1.00 � Satcl, Flow (perm) 196 3523 29U 3488 915 3440 602 3322 Peak-hourfactor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 182 1056 38 94 1004 99 4U 296 68 175 253 159 RTC)R Reduction (vph) 0 2 0 0 5 0 0 19 0 0 93 0 '� � Lan�, Group Flow (vph) 182 1092 0 94 1098 0 40 345 0 175 319 0 Heav� Vehicles (°/o) 4% 2% 0% 0% 2% 3% 0% 2% 2°/o 7% 2% 3% Turri Type pm+pt pm+pt pm+pt pm+pt ' Protected Phases 5 2 1 6 3 8 7 4 Perrnit#ed Phases 2 6 8 4 Actuated Green, G(s) 65.9 53.0 57.5 48.8 25.2 18.8 33.8 23.1 Effe+�tive Green, g jsj 65.9 � 53.0 �� 57.5 48.8 �� 25.2 18.8� �� 33.8 23,1 `� '' Actuated g(C Ratio 0.55 0.44 0 48 0.41 0.21 0.16 0.28 0.19 Clearance Time (s) ` 6.5 7.1 6.5 7.1 " 7.3 7.9 7.3 7.9 Veh cle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 lans Grp Cap (vph) 273 v/s Ftatio Prot c0.07 v/s ftatio Perm Q;29 v/c Ratio 0.67 Unifixm Delay, d1 �0.1 Progression Factor 1.00 InarE;mental Del�, �� : 6A� Delay (s) 26.2 LevE:l of Ssrvice '� �_ � C � �_. _� Approach Delay (s) Approach LOS 1556 c0.31 OJO �27.1 �� _;� � 1.00 � 2.7 �� 29.8 C � 29.3 C 249 0.03 0.15 0.38 19.3 1.00 1.0 20.2 C 1418 c0.31 0.77 30.8 1.00 4:2 35.0 D 33.8 C 240 0.01 0.03 0.17 38.3 1.00 0.3 38.6 .� � � 539 0.10 0.64 47.4 � �� 1.00 2.� - 49.9 D 48.8 D 266 c0.06 c0.13 0.66 34.9 1.00 5.8 40.7 D 639 0.10 0.50 43.3 1.00 0.6 43.9 C� , 42.9 D Inters�t:tion Sumr�ary HCh9 Average Control Delay � � 35.4 HCM Level of Service � �� D� � HCf�1 Volume to Capacity ratio 0.82 Actuated Cycl� �Length (s) _u � 120A Sum of Iast time (s) �, �� ;�� 35.3 ��'u�� Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Aerit�d (min) "�� 15 � ��'� c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 15 of 24 Synchro 7 - Light: Report i� HC;M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" � 2: Calumet Street (West) & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � T � � Lane Configurations '�j�` Volume (vehth) ' 82 Sign Control Stop Grade 0% Peak Hour Factor 0.87 Hourly flow rate (vphj 94 Pedestrians �� 99 52 613 398 Free Free 0°l0 0% 0.87 0.87 0.87 0.87 114 60 705 457 48 ,� . u �. . � _a . . _ �_ ��, ��„ r_ w� w,�� u.�� r u�m��, ��h�3� ��'��'�� "� 0.87 �� ,,� � � � _ �� 55 �ku� �`s� , � :� n � � �� 3�� . Lan�e Witlth (fE}� � , �� ; � �� ,� . �� r �� H�iy � a�� "" °� ��apn� 5az�_��*�'.�ari ��dR�s �,��a� :��. ^'i� �i ,��'' 'a'r � 4::.. . us „ s'�i � i: . �� .=„�r, Walking Speed (ft/s) " Per�:en# Blocka e �� "� �„� ��`�. s � �� ; n� �� a �� . � ��,�� a �� r, � ��, � 9 �_ . _ naP�� :� �.,s � ' ._� ��" � � * '. � ��i�''�=��, Right turn flare (veh) A�eclian tyPe '� � d�� '� '�� ` � �� ione K:��ll'ui� �. _ Meclian storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, .,ingle (s) tC, 2 stage (s) tF (s) ' �� p0 queue free %o cM c:apaaty (vehlh) 0.95 957 860 6.9 3.5 64 261 N�ne �a� Mi �{ � 4ii a�� i � aa"� yi' i eTMiwn �' i ��!: �A� a , . ..m �� . w. ;�. Nn �e�. !�,t ,r . �� 265 � �'� � � , - � � � ,�a��, �� - � � �� ; ��r� � �� . ;�� L �� ;,� � �;�� a �G�� 256 513 ,�y��, �-_. �� k�� Y.� _ ,� �a��N ��'�"�dr �� r��r � r �_�� . 256 513 7:0 4.3 3.3 2.3 85 94 737 995 �� E�a �� „�� ',�� . �.� ��m�� „k � uv, � ' � � W , � �� s �� k �� «; �m�� .:�� . r�� X��E�� w �d ,� "�n � a r � m ' "; �y� �° ya�� `" �4 , a y,� ', i7ia U;a. ��.� u '� . � ' '�° ... ,.f ��e b s.�.�u d� �. � �' .. Volume Total 208 295 470 305 208 Volume Left 94 60 0 0 0 � Volume� Right � �` ` 114 0 0 � � 0 55 � �r ��' ��'` n,�� '� �, �`";�, , �, � � �„ � "�� r�� ' r�n�� v ° ��8�� .. �:� �� cSH 404 995 1700 1700 1700 Volu rne to Capacity� 0.51 0.06 �' � 0.28 � �� 0.18 0,12 �� , �,, ��,� � � , ,� � �� ,w. m �, �� o , y �'`�� . .� �<� � Queue Length 95th (ft) 71 5 0 0 0 Conlrol De(�y (s)� � � 23.0 2.3 � O.fl �� 0:� 0.0 � 'm� � �� ' � �'� �� '° °t � � - ��Q 1��i , r ie �� '�� s�� = Lane L.OS C A �"' `" � Approach €�elay {sy �� 2�.�� 0.9 0:�� " � - � Approach LOS C �,�� 1��.., ' �� °��` .,w'��,�i�w' � � Average Delay 3.7 ` Inter3ection Gapaaty Utilization 51.6% ICU Level of Senrice a ,q ' F 4 y Analysis Period (min) 15 ' � , � � RAY;30R Transportation Consulting APPENDIX E- 16 of 24 Synchro 7 - Light: Report i� HC:M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" ' 4: �Central Project Driveway & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � � � � Lane Configurations � �� '�, Volume (veh/h) 0 5 2 628 479 0 Sign Control Stop Free Free Gra,�e � ��0% Q°lo 0% � �i��"� � ��u , ' �"`_ ��„��:; � � �� 5 �� b� Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hou�lyflowrate(vph) 0 6 2 722 551 0 � ��`�;�� ,,�� , � � ,�,�,ti� �;� �°� Pedestrians Lanl? YYIC�th (Il) � r ��r ¶�� 'ti�� t,��;i3�� I��,4 __ ...�, .�,. .�_. z�.u�. „�� , i.� ��= u ��t+�� i i i� .�;��` '�J �r.�, �� Wall<ing Speed (ft/s) Perc�nt Blockage �� ,,� �� ,y � � 7*��;� � ��,K�� ti� ,�ti �9�� H r. � �� '� � �.,E�—��ar�da ��i��"� �a��m�+ �''�� RigY�t turn flare (veh) � , Median type £, �' "�," �� , , ,t�� ; , None None ,, � �� '��.�F� "`��,;� �'�,� � ��,F ° �; ` � �k { �, Median storage veh) �� ' Ups�;ream signal (ft) 350 �m �u , 4,� � . �� .� � � �� ,,� ,.��", ��m pX, platoon unblocked 0.98 0.98 0.98 „' vC, ��onflicting volume 916 275 551 � .�_..� � � �� =v � �"��"." �..ry��,. �rv� � ��: . ,i. . ..... . . �: h � � _ vC1 stage 1 conf vol vC2, �st�ge 2��nf vol � �� e�?�� ...� � � ��z �� a��' "�,� � . `'"�� ^� � �"��" �v e� �� vCu; unblocked vol 881 229 509 � tC, single (s) 6.8 6.9 4.1 ��=��he am, e�„ w�� u�� , �� dx-� �ti � � �a � tC, 2 stage (s) � � � �� kF (s) 3.5 3.3 2.2 . � �� `��.; �� r'� , ��s _ _ ��'� �w ,�� `��,nu �� p0 queue free % � 100 99 100 � �� cM rapacity (veh/h) 285 767 1049 �t'e+�, l.�i # �� N� '� i��3 2 SB 1 SB 2 � � Volume Total 6 243 481 367 184 Volume Left 0 2 0 0 0 Volume Right �i��y;i��: 6 0 0 0 Q � �,��n��i�t� �fi�`�; ��,��ur��'� ��;�� .��- cSH 767 1049 1700 1700 1700 Vol��me to Cap�city '�� 0.01 0,00 �� 028 0.22 � 0.11 � � „�� ,' ��"� � '��, ' Queiae Length 95th (ft) 1 0 0 0 0 Con1ro1 Delay (s) 9,7 0.1 0.0 O.fl 0.0 ,;`� ��"`�� a�_. .._�_.. �ae'�" ��;. Lane LOS A A Approach Delay (s) � 9.7 OA p.p � ; "� �_ "�� ' ,y� Approach LOS A �, , �. , _�� p � � .. ., .� ��z . , � _.. � r =�., � a,� �� r - - �� ,. a��"' �P?, _; _.� e.._.�. � .��_z ..� , : Aver�ge Delay 0.1 Inter,;ection Capaaty Utilization 28.8% ICU Level of Service A Analysis Period (min) 15 �� RAY30R Transportation Consulting APPENDIX E— 17 of 24 Synchro 7 - Light: Report HC�M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 5: 3outhern Project Driveway & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � T � � - �'�� Nr,_� �i��i��"��'ll. . . i .. " i i �-�Fi��'..�� . �'��i�l"Ii�Ii��il�u'�.'�i u�e � �F,-'�",S __ � �i 4�Z= � ..w�.. ,: , . �. . � �� , ,:-' , ._ .. Lane Configurations � ,�'� �'�, Valume (veh/h) 1 0 1 629 484 0 Sign Control Stop Free Free � � � � � � � � ��r �� Gracie 0%a 0% 0°/a �� r�`.r ry;�`�� Pealc Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 1 � 0 1 723 556 0 ,i � � �'� �� ` ��`,� y � �–� .��,`°! Pedestrians LanE� Width (ft) N, c � �� , �- — , ...bw�>�. r� ._ . ...0 .. �.u�� . . ��, s ��:.�.�x �a"�"�� ,��,:�,� ,�r��.� ��c,. 1� wS� , �,� WalM;ing Speed (ff/s) Percent Blocka9e � �� m �� , � � � � � �� a �'�_ fl r i.� a v� -� 'J" � �� > . y v� ..r,� i'�� __-� �r�a��"i: { � � Right turn flare (veh) - _... Median type ��i�7��r4��« �"�� None None '. � ��`F�� r � ,�� `� �'�� . t �e p, eo,� �� i� . . :�,�� dU�� ,>>�e� � �� .. �� L. ,� i� Med�an storage veh) �. Upstream signal (R) 960 p��d � � h �fi5' � � �� ' ��,�� x . .� ��u�; a �.., ��r��4 <<_ �� pX, F�latoon unblocked vC, canflictir�g�volume� � � �92ti 2i8�� 556 �i� �� , � �;� � `� � a�� ° ' �� .� _.. �� ti �,� Hu.��.o �� .�� vC1, stage 1 conf vol VC2,Stag@2COflfVOl � � ��k � � � ��, r ��4k� ��'�,�"�� ,� �„�� u �u�� d . a�Y �a'.d _. �..-a-. . {� _.��-.... � ��.'.� �.��+ .. ul�"�a�„�"h i� ir��, � :��. vCu, unblocked vol 920 278 556 � - � �� , > � � �� , _�� tC, sin�le (s) � � 6;8 � 6.9 ��4.1 �'� ��' � �� , ��., �� e� ��.,. ' x ��",., id� .� _ �a ��`� tC, 2 stage (s) tF {s) �s��' 3.5 3.3 2.2 � ��`� ',m � �� w � �r�tir��:A �� -�� . _; � fl��. ,� �:�� p0 queue free� % � 100 100 100 cM capaaty (veh/h) 273 725 1024 13ire��tion, L2ne # EB 1 N':B � N8 2 SB 1 SB 2 ;, Volume Total 1 242 482 371 185 Volume Left 1 1 0 0 0 Voluine Right �� 0 0 0 0 0 ��s §��`�� "�"'�� -0 t�'��` �n w��` r� , ,,;�. a�� y� � n � � � �°��r � � cSH 273 1024 1700 1700 1700 Volui�ne�toGapacity ��U.00� 0.00� � 028 ��D.22 0.11� � P� � �'� �r � ,�� "" -� " "'""� ��k� �, � e�h � u � 6�%n a a r w`� � ��u �� e� fi�. ' Queue Length 95th (ft) 0 0 0 0 0 Control�Delay�(s) �� 18.2 0.1 ��0.0 Q.0 0.0 � �� T_r��,��,� �:� -� e��Px;k � _�� „�� Lane LOS C A Appr�ach Delay (s) 18.2 0.0 0.0 . �� °.� ,.V, . F "� �il�� .�" „; ��,: Appr�ach LOS � > e � �x� � �� a�� r�� ° _ r� ,; � � „I; 1 � ii, i = ;;�„ x. ?� = � . <_ ... , s , __.r Average Delay 0.0 j , Inter;�ection GapaGty Utilization 28.1 % ICU Level of Service A Analvsfs Period (min) 15 ' � ' � � �� RAY30R Transportation Consulting APPENDIX E— 18 of 24 Synchro 7 - Light: Report HC:M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: 3unset Point Road & Hercules Ave PM Peak HourTotal Traffic Conditions � -► � �' � �- `� t �' `► � � Lane Configurations '� �� j�j �'� �j �T � � �� Volume (vph) 68 657 157 145 746 130 231 319 317 121 203 `74 IdealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Tota.l �ost time (s) 5.6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 LanE� Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.95 1.00 1.00 0.95 frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.8� 1.Q0 0.96 Flt F'rotected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satcl. Flow (prot) 1805 3539 1583 3433 3500 1752 3539 1599 1805 3294 Flt F'ermittetl 0.95 1.00 1.00 0.95 1.00 0.30 1.00 1.00 0.55 1.00 Satal. Flow (perm) 1805 3539 1583 3433 3500 561 3539 1599 1048 3294 Pealc-hourfactor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (wph) 71 684 164 751 777 135 241 332 330 126 21-� 77 RTGR Reduction (vph) 0 0 81 0 7 0 0 0 274 0 26 0 LanE: Graup f low (vph) 71 684 83 151 905 0 241 332 5E 126 262 0 Heavy Vehicles (%) 0% 2% 2% 2% 1% 0% 3% 2°/o 1% 0% 6% 3% Tum Type - Prot Perm Prot pm+pt ' Perm pm+pt Prot�=cted Phases 5 2 1 6 3 8 7 4 P�m�itted Phases ' 2 8 8 4 Actuated Green, G(s) 11.6 81.0 81.0 12.4 81.8 46.8 27.0 27.0 31.7 18.0 Effer:�ve Green, 9(s) 11.6 89.0 81.0 12.4 81.8 '�` 46:8 27A 27.0 317 18A Actuated g/C Ratio 0.07 0.51 0.51 0.08 0.51 0.29 0.17 0.17 0.20 0.11 Clearance Time{s) 5:6 6.4 6.4 5.6 6.4 6.1 7.8 7.8 6.1 7.8 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lan�� Grp CaP (v�t} 131 1792 8Q1 266 1788 333 597 270 272 371 v/s F;atio Prot 0.04 0.19 c0.04 c0.26 c0.10 0.09 0.04 0.08 v/s �F;aiio Perm �� 0.05 �� cU,11 � � � 0:03 0.05 � v/c F;atio 0.54 0.38 0.10 0.57 0.51 0.72 0.56 0.21 0.46 0.71 Uniform Delay, d1 71.6 '` 24.2 20.6 71.2 25.8 47.0 61.0 57.3 55:3 68.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.97 1.43 1.00 1.00 Incre�mental Defay, d2 4.5 0.6 0.3 2.8 1.0 �' 7.5 1.1 0.4 1.2 6.0 Delay (s) 76.2 24.8 20.8 74.0 26.8 52.9 60.5 82.3 56.6 74.5 Level of Service ' ` E �� C � C E� � C � ° � �D� � � � � �E F E �� E -� a �� E. Approach Delay (s) 28.1 33.5 66.4 69.0 Approach LOS C C E E' Int�r�tian Sur�tnary HCNI Average Control Delay 45.5 HCM Level of Service D HCN Volume to Capacity ratio 0.54 Actu,�ted Cycle Leng#h (s) �� 160.0 Sum �f lost time (s) �� d� �, 11.7 w�,�,��„ „�,�� Inter:�ection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) � � �� 15 � �� "°� � �� c Critical Lane Group RAY30R Transportation Consulting APPENDIX E- 19 of 24 Synchro 7 - Light: Report HC;M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: Calumet Street (East) & Hercules Avenue PM Peak HourTotal Traffic Conditions � � t r' �► 1 ��13i � �+��:.�` .��', _ #-,=` � � i 1'Y�� :? .,".. M1� �. �ri_ i � i iM�^"� "� � , �,� � ..,. '�� ^; ^m``[`�z:� � k ,.�' - .;� Lane Configurations � �"� �'� Valume (vph) 29 76 645 42 46 437 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Tot2�l Lost time (s) �� 5.6 �5.4 5.4 , a"�%�¢��i �� °'�� `m�� LanE; Util. Factor 1.00 0.95 0.95 Frt ' 0.90 0.99 ��a �� ` 1.00 a�,:,.. � h��r�� * � . s ��1� `.. �.� a'`�� _� � �� Flt F'rotectetl 0.99 1.00 1.00 t�, � � ir �.5'� �. �°��i�r�r�<<t Satcl. Ffow (prot) 1637 3511 � 3460 � � � � � � �� . � ��= � wa ��f��. , _ a �� „�a �,"� , � ��r �� Flt F'ermitted 0.99 1.00 0.83 Satcl. Flow (perm) 1637 3511 2892 Pealc-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 32 84 717 47 51 486 - RTGR Reduction (vph) 77 0 4 0 0 0 LanE. Group Flow (vph} 39 0 760 0 0 537 Hea'✓y Vehicles (%) 4% 3% 2% 0% 12% 3% Tum Type Perm Protected Phases 8 2 6 Pem�itted Phases � 6 �� "�:��r��"��yya �_� E�u�i�� r::� Actuated Green, G(s) 6.6 62.4 62.4 Effective Green, 9 is) �r{ 6.6 62.4 ; �� 62.4 '��:.. ��' �� :, �.'4�� , ,, �r�,:y , � Actuated g/C Ratio 0.08 0.78 0.78 Clearance Time��(s)� � 5.6 � �� 5A � �� 5�.4� � " °" �"" Vehicle Extension (s) 3.0 3.0 3.0 Laner G�p Cap (vph) 135 2739 2256 v/s F;atio Prot c0.02 c0.22 v!s F;atio Perm ;��,*_ `� � 0.19 v/c F;atio 0.29 0.28 0.24 � � �� ` �� Unifc�rm Qelay, d1 34.5 � 2.5 �� ,��;� , 2.4 �'��, � ��k '��"��, � �� ,�� "�'= � �, �� Progression Factor 1.00 1.00 1.20 Incre�mental Delaya d2 � � � 1.� � ;� �' 0.3 0,2 �' ' �� _ � � ''� "� � �� . �� a �� Delay (s) 35.7 2.7 3.1 Level of Service D A A A �� w � �_ �� „� a�,� � �� ;�r� t � ��5 . ,��; � ,� , �� _ � � ��ie� ��F � �� , Approach Delay (s) 35.7 2.7 3.1 Approach LOS D A A Intersec#ar► S�rr��ary HCNI Average Control Delay 5.6 HCM Level of Service A HCNI Volume to Capacity ratio 0.28 Ac�u.�ted Cycle Lsngth (s} � �,, 80.0 Sum of lost time {s) �,„�� n� �� 91.0 `� ,,�� a Inter:�ection Capacity Utilization 52.5% ICU Level of Service A Anal�ysis Period (min} �` '' ��15 � � � c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 20 of 24 Synchro 7 - Light: Report �_J HC;M Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" , 6: Drew Street & Hercules Avenue PM Peak HourTotal Traffic Conditions � --► �i � ~ � � I I� �` i � Lane Configurations �j �'� �j �"�, �j ��, � ��, Volume {vph) 178 1003 36 89 954 104 38 289 65 184 253 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 To��l �ost time (s) �; 6.5 7.1 6.5 7.1 7.3 7.9 7.3 7.9 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Frt �� 1.00 0.99 '' ��'' 1.00 0.99 1.00 0.97 1.00 0.94 Flt F'rotected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 3523 1805 3484 1805 3442 1687 3321 Flt F'ermitted 0.10 1.00 0.15 1.00 0.45 1.00 0.33 1.00 Satci, Flow (perm) 182 3523 290 3484 858 3442 591 3321 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 187 1056 38 94 1004 109 40 304 68 194 266 16$ RTOR Reduction (vph) 0 2 0 0 6 0 0 18 0 0 94 0 Lane Group Flaw (vph) 187 1092 0 94 1107 0 40 354 0 194 340 0 Heavy Vehicles (%) 4% 2% 0% 0% 2% 3% 0% 2% 2% 7% 2% 3% Tum TYp� pm+Pt pm+pt Pm+Pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Pe►rnitted Phases 2 6 `g, ; 8 4 Act�ated Green, G(s) 66.0 52.7 56.8 48.1 25.5 19.1 34.1 23.4 Efiie�ctive Green, g(s) 66.0 52.7 � 56.8 48.1 A' 25.5 19.1 34.1 23.4 Act� ated g/C Ratio 0.55 0.44 0.47 0.40 0.21 0.16 0.28 0.19 Clerirance Time (s) 6:5 7.1 6.5 7.1 7.3 7.9 7.3 7.9 Veh cle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lan�� Grp Cap (vph} 272 1547 247 1397 233 548 266 648 v/s f2atio Prot c0.08 c0.31 0.03 c0.32 0.01 0.10 c0.07 0.10 vls Rativ Perm 0.30 0.15 0.03 c0.14 v/c ftatio 0.69 0.71 0.38 0.79 0.17 0.65 0.73 0.52 Unif��rm Delay, d1 21.5 27.4 �� , 19.6 31.6 � 38.1 47.3 35.5 43.3 „- Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Inerf:mental Delay, ti2 � 7A 2.7 �, �,�' ��1.0 4�.7 �`�"�. ;�� 0.4 2.6 9.6 0.8 � Del�ry (s) 28.5 30.1 20.6 36.3 38.4 49.9 45.1 44.1 LevE:l af Service C C 'r` C D �E� D D D D Approach Delay (s) 29.9 35.0 48.8 44.4 Approach LOS C D D p In�er�n Summary HCti1 Average Control Delay 36.4 HCM Level of Service D HCNi Volume to Capacity ratio 0.86 Actuated� Cyde Length (sj ,t. �, 120.0 Sum of lost time (sj ,��,� 35.3 ' �� _� Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Peri�d (min) � � 15 �`°�" _ � ' � , � c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 21 of 24 Synchro 7 - Light: Report i� H(;M Unsignalized Intersection Capacity Analysi�/lanufacturing Facility G-188 "Project Banner" ' 2: Calumet Street (West) & Hercules Avenue PM Peak Hour Total Traffic Conditions � � � t � � Lane Configurations *� �'� �'�, Vohame (veh/h) ' 96 85 82 639 398 71 Sign Control Stop Free Free C�i'�dB �� 0% 0°l0 0% a �� , � �, �� ry�� _�� '�� =;n � "" P��w��.,, -� .aus� " � w �g i�� zs� Pe�ik Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Horirly flow rate (vph) 110 98 94 734 457 82 ��r�:� � � � ' ��` � � � � ~�� 5�i��' � � �� 4s��u� . Peclestrians Lan� Width (ft) ., ... . �� ,� �� R� ' ¢;��;.�y� ��" Walking Speed (ft/s) Per��nt Blockage �,��t�a�;,� „��r;'r�° ' � �w�� i� ��,� . � ' � �� d ' � �r��;�`� � � � �� rW� �� ,� � Rigl�t turn flare (veh) Median ty{� m �� ° ' �n� �None None �_�� r� � � �:�-` '�� r��'"�� ; � ��, � �, „d� � z-�� o,. a .�.z �tiu � . �,� �-� Median storage veh) Upstream signal (ft) 265 �� a�� i� �6��"� " a M��rli;, ��J�� d��t �} pX, platoon unblocked � 0.95 � �� VC, conflicfing volume 1054 270 539 I $�� ,� � ��n, �'��`��o��'�� „ � �� t � � � `� ,- ��; "��"�` ,�� y,� vC1, stage 1 conf vol vC2, stage 2 conf vol � �n , . ,� �c� � _�. �,�r � r�,��4�g� ,�'�� `�� A�� ,�, � ma�� : � t � rT,h, � �sk 4 �,r i � ��daku ^` r�, awia ... vCu, unblocked vol 946 270 539 � �� .: tC, :�ing(e (s) 6.9 7.0 4.3 : y�� a � �' ° ��`��: ° ., w�� , ,..„, �TM ��°' �r'��'_�= yu!d�� 5 Fa ; r� �, �� a.�� tC, ? stage (s) � �� ..��„ � , � w �. tF(;t) ,,�;� ' 3.5 3.3 2.3 � ,�'y��i �'.�� s�d��;��:;�� ,i��^_ �� `!a�' � �>��_�� p0 queue free % 50 86 90 cM i.apaaty (veh/h} 219 722 972 Dire�ki� l.�� NB 1 N�3 2 SB 1 �� 2' Volume Tntal 208 339 490 305 234 Vol�me Left 110 94 0 0 0 Vol�imeRight 98 0 0 0 82 � ` '. �'��1T�r�i. ��'�I'�.;�jr��;' � ��tir.� `,',a�w`�} cSH 326 972 1700 1700 1700 Volume�to Capacity U�64 � ��.14�� 0.29�� 0.18 0.14 � �, , ��„7u'��`� ° � �" � ��, ��, � �� ;t r . .� �"' . ��.�.� a.� �,� ��ka �-`��i , mx � Queue Length 95th (ft) 103 8 0 0 0 Corr'trol �Delay �(s) 33.7 3.3 � 0.0 0.0 OA � � �� << �=z��"�� ' � �� r, ��;"� _ �.�. LanE; LOS D A Approach Delay��,�s} 33.7 1.3 OA �� ,� �� .�; � �� , �,�� -� �3 °r, Approach LOS D �. . � �� na{�, �� "�.;� v �� ;,u' . -�=�. � i ��` -� ,.. � �, ,. ��'r > .� �,a - � -- �u:;. ,, �� Average Delay 5.1 Interseetion Capaaty Utilization '53.8% ICU Level of Service q Analysis Period (min) 15 �� ,�� ,,.�,��- ,�_� RAYSOR Transportation Consulting APPENDIX E- 22 of 24 Synchro 7 - Light: Report � HC;M Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" � 4: Central Project Driveway & Hercules Avenue PM Peak HourTotal Traffic Conditions � � `� t 1 � Lane Configurations '� �'� �►� Volume (veh/h) 0 5 2 687 465 0 �� e �� _� Sign Control Stop Free Free G�ade �� 0% 0% 0% �_ "�"� � r � � , r � � � ��°�� ,bs�m��"�e �' �ak�t�+b��.��rWt�Ja�i�i�� .. Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hou rly flow rate {vph) 0 6 2 790 534 0 �� ' ,� �� y ,, � ` ��' ,ti �� "" � ` � `��'� Pedestrians � � Lane Width (ft) �a,��,.4>. ��,��e��.�;� � . , � � ,4 ��t�*�,��, :�� ,- �.,._��.�k , .�e�. � ..� r re�. � , .. . ... s�, w�i u, , �d�.�iu'i�7t� "�,�`�: �� .�i�`� Walking Speed (ft/s) Per��nt Sf�cka e � �� a��;� � �� ° ��-� � � ��.�� t� � � � �, ��k 9 , � m � �" �,��' ��N� � �;,. �� '��a �� ,� . � ��'��'"'Y, , m� � Right turn flare (veh) Me,�fian e " ' rn �:�� , � ��'a�� None None °Q�� "��` � �� m, , ,�� w �`� , � � �� t s � Y ��m � �� ,., r �,�� -0� � �u� . �� . �� w . n �� - Meclian storage veh) Upstream signal (ft) 350 °- ,� �.�� .��r�. �� uo-��' � pX, platoon unblocked 0.99 0.99 0.99 vC, ��canflicting�volume � � 934 �� 267 � 534 �� ` �, „ �� — � � � � � '� � ��.r-ariiwr.�:,s�.r, ti N4� �, ,� -,aati��., ,�I n ,_� a�r'.. .�4..,-� ti � .�� a�Grais -.� vC1, stage 1 conf vol � 8 �f�- � i �-' �� i��.Yi� °r '��t 4 r�' + �' i i�N u a u vC2,� stage 2 �nf vol� �� ;� ��; , �� ' �� .,. ` ��.��I _�. � � � d,�^ �`�� '� �� . vCu, unblocked vol 904 227 499 tC, :�ingfe (s) 6.8 6:9 4.1 r. �,� LL. �'" �� „ � � h� :� � a F �, ° : .�� ,�; � { �_ � g=fi;��u tC, 2 stage (s) _ - �� .. tF (.�) ' �� ', 3.5 3.3 2.2 ��'�� * �� ' H , �a ��;'' '� �� ;��"� ��"� ��' .M. p0 queue free %a 100 99 100 cM capaaty (veM/h} 276 770 1460 �ir�Ctiott, l�t� � �� t�B 1 N� 2 `�B 1 S8 2 Volume Total 6 266 526 356 178 Volume Left 0 2 0 0 0 � �- np 3a 16 P � , . . ,�t.�c..� - d. Valume ��Right 6 0 0 0 0 , ��'��-�. � a �� y� �� *��t ��z ��" �; cSH 770 1060 1700 1700 1700 Vnlume to �apacity �:01 0,00 0.31 � �:21 0.10 �� °'�� '�� "�� ,t� � , � � , "� ; ; � m. , � �u�.� d �u.� , �. r . �� .�� dh Queue Length 95th (ft) 1 0 0 0 0 Con�trol Delay (s) � 9.7 0.1 � 0.0 0.0 O.0 � ` �� '� � '� � �� ," � " " �° '" ; �� . � � � "�.� ,.� a � ,,. ,�� flti �,�r '� ..�� Lane LOS A A Appi�oad� DelaY�i�) 9,7 0.0 � � � �.0 �� `:` ' P� � ' � � = _ Approach LOS A h� s_; �� -�� " � � r. ��ii� ; � � . ?��hl�� h � s M�' � �, � ��h�'��.a �� +� � , � , y ,�r .�: . � �_ a � �� r� �,��,a�. �.....� . � „ �.: , ,�� ., _ - _ ,.- Average Delay 0.1 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15 RAYSOR TranspoRation Consulting APPENDIX E- 23 of 24 Synchro 7 - Light: Report � HC;M Unsignalized Intersection Capacity Analysi�/lanufacturing Facility G-188 "Project Banner" � 5: Southern Project Driveway & Hercules Avenue PM Peak Hour Total Traffic Conditions � � `� t � � Lane Configurations � �'� �'� Volume (veh/h) 36 54 0 653 470 0 Sign Control Stop Free Free Y Gra�de �0°/a 0% 0% �- �� ,�� , r �z �.� ,�a� i � ,:� � � i�NH�i�� . ��tl��'� � m;r� Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourfy flow ra#e (vph) 41 62 0 751 540 0 F�� ,� a" ��w�� ',�`'��; �;�� ,�" Pedestrians Lan�a ( ) � w� �� 1 ti fs'�'� �"�, � � ;� '�� " Width ft ,�� , .�. , ��„�,�, , _ . w � � . � ��,�'�,;w ��,�� a�.�s4 , �. ..� � �. �� .. WB�klflg S'p2eii ��S� � � �,!a''4 �ia�,m.�" iii��i r �� ¢` np�ma-t.,_,� �' i" � � Ip � g w1 H i L:L i� s i �� h Perr,entBladca e e � ��° � f �� '�'k� �� - _ ,��'a` ��"� � � a .�_ ,� , � �v�, . ��!r �d - �,�au��' _�. Rigtit turn flare (veh) Meclian type �� „�� .w;��, �°� ; None None � �� . �� ' d ��,� �a �.�� . .�� '�� a��.�� t�, � Meclian storage veh) � � Ups�treamsignal(ft) � �„° � � `� � 960 ,� _��.�� _ ��" � � �e�� ''� ��"�� pX, platoon unblocked � vC, conflicting valume 916 270 54� �, `�' �,�«�s� �* �" � " �y��h�� , �" ;�� vC1, stage 1 confvol �� ,�� '�� vC2, stage 2 conf vol � � ��, ��, �� ,: ��` � � . �� . .� _� �� . �x��r �,��. �� vCu, unblocked vol 916 270 540 tC,.�ingle(s} 6.8 6.9 4.1 r��,� M��'�� .,Y��ry�'b�s,� ��,�d� �w s{�,�"'�;x_ ��r��rh tC, 2 stage (s) � tF{sj�� b�� 3.5 3.3 2.2 `� , `�� 'w�� r� �u��^�� ° ° �� ,� ,�� s��S . _.0 e� k �� . �V e w� `� �. q� .. ;��G � � � ;� � �� p0 queue free % 85 92 100 cM capaaty (vehlh) 276 734 1038 ��r��#�, Lar�e # �B 1 I�B �l NB 2 SB 1 S8 2 Volume Totaf 103 250 500 360 180 Volume Left 41 0 0 0 0 Volume Right 62 0 0 0 0 ` �'�'�a.� �.� , �� w�:,�� ,�� y�� , ��4�� cSH 441 1038 1700 1700 1700 Volume to C2�pacity 0.23 0,00 029 0;21 0.11 �� "�` � � �� '�� " "' � ' � , �� Que�e Length 95th (ft) 23 0 0 0 0 Coniro! Delay js} 15.7 �0.0 0.0 0.0 OA ' �}��'��, ,��,u� ��r �� t �ti � �ut� �� „ � � �� LanE� LOS C � � � __ Approach Delay��s} 15,7 OA 0.0 �`�,`°° ��,�� °� . !�� Approach LOS C , �� v., �. a.�;:, � fi � ,�,�� , � _ _ ��9;,� � , � . . �� . , �� • _ �� ..�.... , � ,_ �� , � ,: � -� Average Delay 1.2 Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15 ,. � RAYSOR Transportation Consulting Synchro 7- Light: Report APPENDIX E- 24 of 24 APPENDIX F Operational Analysis Roadway Segments ' �� Art�srial Level of Service Manufacturing Facility G-188 "Project Banner" AM Peak Hour Existing Traffic Conditions Arterial Level of Service: NB Hercules Avenue , Arterial Flow Running Signal Travel t3ist Arterial Arferial �ro�s Street Class Speed T�me Qelay ' Time (s) (mi) Speed l.t1S Calumet Street (East II 40 106.7 2.1 108.8 1.19 39.2 A ' Sun:set Point Road II 40 33.1 52.8 85.9 0.33 14.0 E Total II 139.8 54,9 194.7 1.52 28.1 B Art�srial Level of Service: SB Hercules Avenue Artenal Flow Running Signat Travel Dist Arterial Artenal Cross Str�t : Glass S Time Del �'ime s rni ed lOS Calumet Street (East II 40 33.1 6A 39.1 0.33 30.8 B Drev� Street II 40 106.7 37.5 144.2 1.19 29.6 B Total II 139.8 43,5 183:3 1:52 29.9 B RAYSOR Transportation Consulting APPENDIX F- 1 of 4 Synchro 7 - Light: Report ' � Arterial Level of Service Art��rial Level of Service: NB Hercules Avenue Manufacturing Facility G-188 "Project Banner" AM Peak Hour Total Traffic Conditions ' Arterial Flow Running Signal Travel Dist Arterial ArtBrlal Cross Str�t Class S Time �ela Time s mi eed #.4S Calumet Street (East il 40 106.7 2.6 109.3 1.19 39.1 A Sunset Point Road II 40 33.1 52.3 85.4 0.33 14.1 E , Totaf ll 139.8 54.9 194.7 1.52 28.1 8 Art��rial Level of Service: SB Hercules Avenue Arterial Flow Running Signal Travei Dist Arterial Arterial Cro�s Stre�et Class Speed Time Delay �`ime (s} (mi) 5peed LC�S Calumet Street (East II 40 33.1 6.9 40.0 0.33 30.1 B Drevv Street I I 40 106.7 39.1 145.8 1.19 29.3 B Total ` II 139.8 46A 185.8 1.52 29.4 B RAYSOR Transportation Consulting APPENDIX F- 2 of 4 Synchro 7 - Light: Report ' ' Arterial Level of Service Manufacturing Facility G-188 "Project Banner" PM Peak Hour Existing Traffic Conditions Arterial Level of Service: NB Hercules Avenue � Arterial Flow Running Signal � Travel Rist Arterial Art� Cro.s Streei Class Speed Time Delay Time (s) (mil Speed LQS Calumet Street (East fl 40 106.7 2.9 109.6 1.19 38.9 A ' Sum�et Point Road II 40 33.1 63.8 96.9 0.33 12.4 F Total II 139.8 66.7 206.� 1.52 26.5 C Arterial Level of Service: SB Hercules Avenue Arterial Ffow Running Signal Travel ,Dist Arterial Artenal Cros�s Strset Class S�ed Time DelaY' Time ts) {mi) Speed !.C?S Calumet Stree# (East II 40 33.1 3.5 36.6 0.33 32.9 B Drevv Street I I 40 106.7 35.0 141.7 1.19 30.1 B Total II 139.8 38.5 178.3 1.52 30J ' B RAY:50R Transportation Consulting APPENDIX F- 3 of 4 Synchro 7 - Light: Report Arterial Level of Service Manufacturing Facility G-188 "Project Banner" PM Peak Hour Total Traffic Conditions Arterial Level of Service: NB Hercules Avenue Arterial Ffow Running Signal Travel Dist Art�rial Aderial Cross Street Class Speed Time Delay Time (s) �mij ;, Speed �.OS Calumet Street (East II 40 106.7 3.0 109.7 1.19 38.9 A Sun:set Point Road II 40 33.1 62.2 95.3 0.33 12.6 F Total II 139.8 65.2 205.0 1.52 26:7 C Art��riai Level of Service: SB Hercules Avenue Arterial Flow Running Signal Travel Dist Arterial Art�rial Cr�ss S'treet Glass S Time Dela Time s mi S eed 1�flS Calumet Street (East II 40 33.1 3.4 36.5 0.33 33.0 B Drew Street II 40 106.7 35.7 142.4 1.19 30.0 B Tatal 11 139.8 39.1 178.9 1.52 30.6 8 RAYSOR Transportation Consulting APPENDIX F- 4 of 4 Synchro 7 - Light: Report ' ' , ' ' ' � � �� APPENDIX G Tu rn La ne Wa rra nts 1 , ' ' � ' , , ' � ' ' ' , , 1 ' , ' Location: flercules Avenue at Calumet 5treet West (Southbound Right-Turn Lane) AM Peak Hour PM Peak Hour Right-Turn Volume: 112 Right-Turn Volume: 71 Warrant Threshold: 125 Warrant Threshold: 125 Chaipter ? Wqht 7um Lar�es T.2 WME�! S�ttOtJ�D wE BIJII.D RIGttT 711RN LANtp1S? Rosdway Posbed Numbsr M Exhibit pq Spsed Limit RI$M 7ums Par Maur KA4��ibL[1 45 mph or #�s 80-125 EXCLUFBI�VE RIC:I3T Ouer A5 mph °—m � 'C(JItN IANFd3 7Y? *MaY nat be apPropriate far signaliaecl locations whem signal L�N9IGNAI iZP.1)' Aha�ing glays sn impoitarst nat� 3n d�rm9rting t3�e need #or ��N��j, right turn tanes. �. The lawer threshnld of 6a r'sght turn vehides prr hm�r wouid be most used far higher 4nlume tgtreat�r Yhan f�tw vehirlee pu hour, per la� in ane di�tion on thc major roaadway) ar two-lane roads where lateral mnvement is restrirhsci. The i2g right turo vehides �r haur upper thresholci wuutd be rrwst appro{r�iatr �n lawer vzrlu�ne roadways, multiixnc highways. ar driveways with iy large e�ttty radn� f5a fret nr greeter�. 2. The lawer threshald of 3� oght n�rn vGhtefe�d {�en c�ra�r would be mast appropriatrl5� uacd on higher volume twa tsne raadways where lateral movement i� rescrictKd. Ttu� � right tum +mhides per hour up}rer threshold �utd Ue mast appropriate an lower votume roadwavs, muhilane highways, ar driveways with largr entrv radius (go feet or grester}. 1Vates A posieal apced limit af 4� �p6 may be ��sed with these Ntrrsholds if tlx� operat43�g spee�cis are kncrcvn to be aver q� mph durir�g the tkme of prsk right ti�m demand Note on 7}q�€¢ prqjediom: Yroj�ef ing inrn wlumes is ak be�t a krwwiedga6ie guess. ICeep this in mimi esyreciall} if Yhe projections of iight kun�s are c�vse ta mertin.g the g��icklines. ln tiv�t rnse ycat� ma}� w;�nt t� rcc�uire MnsYn�Yinn. �# ► ,s RESULT: Not Warranted GiDiaf3�'�i SouRCE: FDOT Drivewav Handbook MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Eva/uation RAYSOR Transporfation Consulting APPENDIX G- 1 of 6 ' ' i � ' ' ' � , ' , , , � � 1 , , , Location: tlercules Avenue at Central Pro�ect Driveway (Southbound Right-Turn Lane) AM Peak Hour PM Peak Hour Right-Turn Volume: 1 Right-Turn Volume: 0 Warrant Threshold: 125 Warrant Threshold: 125 t7aapter 7 PJght Tum t�r�s T.2 fNM�! 5MOt1tD WE 8U140 RIGKT TURN tAti�S? Raadway Posted . Number af gzhSt�it qq Speed Lfr�t RigM Tums i�Or Maur 1ttiC;Q £D 45 rrph ar iass 86-125 (3U1DIii.INEf3 NUR Over 45 mph � 3`-S� �--- ��'�� `2viay nt� be apPrapriate for signalized lacations avlsere si�nal xxRCN rAN�S'f(1 ghasin� ptay� an important rolg in determining the n�d for ��{`�A��"�i right turn tane�c. DRN8INAY t, The lower thresholci of Ba rigt�t tum vehidex }nzn c��err �i{d b� mast use<i for targher valume fBn`ater thnn 6cx� vehicics per ha�r, per lan� in ane diredian on the majw road+vaj') or t�ro-lsnc ruads where latcral mov�cmemt is restricted, Tl�e zsg right turn vehides per haur irpprr thmstwid +Mauld be mos[ appropriate on iowrr trolume ro�clwuys, mial2ilarce Highwaps, or dr��•ewa}s wi[h ti targe rntry re�iius t5o fret orgrrater). s. 71�e lo+ver threshoid oi � righC inm ��chictca; {�er hzx�r woirld be most appro{�eiatcly ��a� d an hi�her voittm� hva Iane roadwaY� where�. laiera) ennv�ment is rc�stricfed. The �,5 right tarn vefidrs �aer hour upper zhrestvold wouFcl be mast spprdpriate an lowes ralume. roadways, muhilane hi�q►tways, or drivrways with Iarp,e entry� raditis (go feet or graater}. Nofes A posted sPced limit 4f 45 rnph may be 4�ed wkfi thrse threshddx iC thr pperatiarg speeds are kawwn t� br aver 45 mph dnri�g tt� time oi pc�k right wrn demand. Note on 7r�'fc �rrqj�etinrue: Pmj4�cfing turn v�lumrs i� m be�t a knrnvleAgalile g�aess, heep this in minti exxrecis�llv if the projedivas of right hirns ure c�ase w me�#ing the gu9detines. [� ihat ensc you mny want to re,e�aire aanstnution. s• � .t il RESULT: Not Warranted SouRCE: FDOT Driveway Hondbook (March MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warront Eva/uation RAYSOR Transportation Consulting APPENDIX G- 2 of 6 ' CI' � l_J , ' , ' ' �I � ' � , , 1 , ' ' Location: flercules Avenue at South Pro�ect Dr�veway (Southbound R�ght-Turn Lane) AM Peak Hour PM Peak Hour Right-Turn Volume: 0 Right-Turn Volume: 0 Warrant Threshold: 125 Warrant Threshold: 125 Chap[er 7 WghtTum Wrmes ry �. Raadway Podad NumMr M Pxhibit qq &psed Urtdt Ri$M Tums Per Hour t�iC%UA�t�Nt>�R d5 r�ta or less 80-123 ' (}tiIDP1.tNBS FOIt Ovar 45 mph _._T� � EXCLUBIVLRIGH'f , TURNT�AN�S.l.C? May nc�t be aPArogriate %r signa�Sae� locatiuns w#�ere xignal L�NSIGNAII?'.,EA' Fhasing plays an important cnie in cktermining tl�e need for tiRtYHwA4, riqht turn lancs. �. The Imrer t6mshold af Ba �ght R+rn tiehide�c prn c�rrrr wrnaid be mnsc usecl for higher �z�lume (greata r thnn tstx� vehicYes per hrn�r, per Iane in ane diredion on the major roadway) crr twalanc r�oacts where lateral mouemem is restrieMd. 71ie 1a� right turn vehides pes heur ixpper chreshald �.vuld bc moat q�propriatr �n iawcr voliame roadcvays, nnuttilane highways, ar a3riucwuy�s with � iurge entry reciius �5a feet orgreater). s. 7fie lawer tfimstwld af 3g rtgt�t fum .v�h[efea per ha+ie wonid be nrast appro�triaiely� uscd on higher volumr two- Iane raadwavs where laierai rnovemern is resUscred. The gg rigM tnrn vehides µer FWUr ugpex thmshoid woulcl tre mo�t appmpriate on lawer volu�ce roadways, multilane hi�hways, or drivewsts with 1a� entry radins (So feec or greaCer}. IVote: A posttd syeed limit a#.{,5 mph may be used with these thresholds if the operating spetX#s are knawn to be over a5 mph donng the time of peak right t��rn demand Note an 71�q�Ec prqjectirrm: Projecting mrn uolumes is at be�t a kiurwiedgab#e g+aes�. Keep this ia mind esprciatly if che p%jeraions vf right turns ere cicsse w rneel�ing the guic�elines. In t#wt cs�se uoi� may �u�nt ixy n�uare mnstn�ction. s• � .t RESULT: Not Warranted �,� SouRCE: FDOT Drivewav Handbook MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transporfation Consulting APPENDIX G- 3 of 6 ' , ' , � , i ' ' ' , , ' 1 1 1 , � ' Location: hercules Avenue at Calumet Street West (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 917 Opposing Volume: 469 Left-Turn Volume: 116 Left-Turn Volume: 82 NQTE : WHEN Vo < 400 VPH (dasMed C�r�e). A �EFT—TURN t�ANE �S NQT NC7RMALLI' WARRANTEp UNLESS TFi� AC3VANCt�1G VC}I.UME (4��j tN THE SAME pIRECTipPt AS TtiE tEFT—TURNIN� TRAFFIG EXCEEflS 4W VPH {v�� 4pp VPH�. 2GOC) z �°, i SC)0 w � a � � 7 OafJ CS z � t> 0. 4 � � 0 � 5 t0 t5 20 25 V� L�FT TUF�NtNG VOLUME iVPHi RESULT: Warranted SouRCE: National Cooperative Highway Research Program Report Jt279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Righi Turn Lane Warrani Eva/uation RAYSOR Transporfation Consulting APPENDIX G- 4 of 6 ' � ' ' ' ' ' , ' � , ' ' 1 1 ' ' ' , Location: Flercules Avenue at Central Pro�ect Driveway (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 776 Opposing Volume: 465 Left-Turn Volume: 0 Left-Turn Volume: 2 MpTE WN�N Vo � 4Q0 VPFi (dashed i�ne). A IEFT—TURh� LANE IS NpT MC+RMA�LY WARRANTEO tJNLESSi TNE AOVANCING VflIUM� {V$1 tt,t THE St�M� pIRECTIC3N AS TME LEFT-7URNiNG TRAFFIC EXCEEDS 4pf! YPH tVay 4pQ VPN1, 20U() � ?, i SU( w � a J � �i � t? z � 0 a � c� � 0 > SouRCE: National �a 10 ►5 2{? 25 V� t�EfT TURNtNG u�tUME tVRHi RESULT: Not Warranted Research Proaram Reoort #279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transporfation Consulting APPENDIX G- 5 of 6 ' , ' , ' ' ' ' � ' ' ' , 1 1 r t ' ' Location: hercules Avenue at South Pro�ect Driveway (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 776 Opposing Volume: 470 Left-Turn Volume: 0 Left-Turn Volume: 0 NQTE : YYHEN V4 < 4Qp VPH (dashed Cane). A �EFT—TURN �ANE IS NQT NtJRhSAL�Y WARRAtVTEO Uh1LESS THE ApVANCtIVG VpI.UME (Va) ti+f 7NE SAME C}IRECTIpN A$ THE tEFT—TURhlING TRAFFIC �XCEEflS 4Qf} VPN {��y,�� up�� 20W z y tS�C w � � � > 10{?( � z � c7 a 4 Q � O � SouRCe: National 5 t0 t5 20 25 V� �EFT TURhltNG V�t�UME tVPHi RESULT: Not Warranted Research Proqram Report #279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transportation Consulting APPENDIX G- 6 of 6 � � � � ' � ' � ' ' � � ' ' � �J � � ' PROJECT NO. 201322 PRELIMINARY STORMWATER CALCULATIONS FOR: PROJECT BANNER FLEXIBLE DEVELOPMENT APPLICATION PROJECT ADDRESS: 1925 Calumet Street Clearwater, Florida 33765 Section 12, Township 29 South, Range 15 East City of Clearwater Prepared By: � • � l,Q��OO �!7/15�C�� - / ENGiNEERS, INC. 4525 S. Manhattc�n Ave, Tompc. FL 3361 1-2305 T: (813) 839-0506 F: (813) 839-4616 AAC001624 1828 QB0013991 w w w_ I o n g o n d a s s o c i a t a s_ c o m Kevin M. Bynum, P.E. #62392 ISSUED: September 11, 2013 Date Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' ' , � , , , , ' ' i ' , ' i 1 r � ' PROJECT NO. 201322 Contents PROJECTDESCRIPTION ..................................................................................................................................3 SEASONALHIGH WATER ...............................................................................................................................3 SOILSDATA ....................................................................................................................................................3 PRE-DEVELOPED DRAINAGE .........................................................................................................................3 POST-DEVELOPED DRAINAGE .......................................................................................................................4 SUMMARY..................................................................................................................................................... 5 App@IlCI1X A— Proposed Basin Map �ppe11C�1X B — ICPR Pre-Developed Analysis Pre-Developed Basin Summary Appeild'lx C — Proposed Pond Stage vs. Storage Table & Treatment Volume Sand Filter Underdrain A�1p@11C�1X D— ICPR Proposed Project Analysis Post-Developed Network Diagram Post-Developed Inputs Post-Developed Basin Summary Post-Developed Node Max Report Post-Developed Links Max Report Ap�lell(�1X E— SWMM Model Input Files Appeil(�1X F— SWMM Model Output Files App�lld'lx G — Correspondence Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' , ' C� , , ' , L_J , ' ' , ' ' � L_� , ' PROJECT NO. 201322 PROJECT DESCRIPTION This project would consist of the demolition and reconstruction of existing industrial manufacturing property. As part of the reconstruction, a new 188,049 gsf building would be built along with the demolition and replacement of building 9 with a new 20,100 gsf warehouse, and the associated parking and stormwater management system. In its current condition the property contains a portion of Alligator Creek — Channel A which runs through the property effectually bisecting the property into two parts hindering effective use of the property. In the proposed condition, a portion of Channel A wil� be replaced with box culverts under the �Oarking areas. In order to show the feasible of this proposed project for the City of Clearwater's Flexible Development A,pplication a preliminary drainage analysis of the pre- and post-developed conditions are presented herein. SEASONAL HIGH WATER Southwest Florida Water Management District senior environmental scientist Jeff Glas verified two seasonal high water elevation markers, on May 1, 2013 (CT# 364652), SHW#1 is 44.64' and SHW#2 is 44.73' (NAVD), see Sheet EX1.0 in Appendix A. In addition, a review of SWFWMD's records for Permit No. 14641.00 reveals the Seasonal High Water Table (SHWT) established for this property, and by the original permit (SWP 90-0168.00), to be at elevation 43.88 (NAVD). This project will utilize a design Seas�onal High Water elevation of 44.70' (NAVD) . SOILS DATA In re��iewing historical aerial photographs it appears the site has undergone a significant amount of earth�work activities from the mid 1960's through the mid 1980's. Based on a review of the soils maps published by the USDA Natural Resource Conservation Service (NRCS) the soils with the project area are represented by the Matlacha and St. Augustine soils and Urban Land. However, it is apparent that the subject area has undergone significant backfitling and reworking historically and the soils are best descrit�ed as Urban Land. PRE-DEVELOPED DRAINAGE In its existing condition the project area contains several existing stormwater management ponds with SWFWNID permits. For the purposes of these calculations, the pre-developed analysis will not include these ponds or the impervious areas served by them. The pre-developed will consider the drainage area as un-developed. A proposed basin map is included in Appendix A to show the area which will be analyzed. Below is the pre-developed analysis of the proposed basin area. For the pre-developed or existing conditions assessment of Channel A this report will utilize the results of the Existing Condition Analysis Proposal/For Planning Purposes Only/Contingent on Final Business Approval PROJECT NO. 201322 as published in the ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (2005 UPDATE) prepared by Parsons Water & Infrastructure, Tampa, FL. CITY OF CLEARWATER CRITERIA In accordance with City of Clearwater regulations for projects greater than 10 acres the SCS curve number method and ICPR by Streamline Technologies, Inc. would be utilized to calculate the pre- developed runoff and pre-developed flow rate. Use of this methodology was confirmed via email correspondence with Elliot Shoberg on May 07, 2013, see Appendix G. The pre-developed analysis will not take into account the existing level of development within the project area. The results of the pre-developed analysis are included Appendix B. The curve number selected for the pre-developed condition is: Open Space, good condition (grass cover>75%) - Hyd Group C= 74 POST-DEVELOPED DRAINAGE The proposed stormwater management pond would provide treatment and attenuation for the 12.925 acres drainage area shown on the proposed basin map in Appendix A. This pond will discharge to a new flood compensation and mitigation area dug adjacent to the portion of Channel A which will remain. An analysis of the proposed drainage area and pond are presented below. For the post-developed assessment of Channel A the SWMM model utilized by the ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (2005 UPDATE) was modified to add the two proposed 10'x10' box culverts in place of the existing ditch along with a flood compensation area at the end of the proposed box culverts. The SWMM model input file is included in Appendix E. Due to the size of the output file, the entire output file is not included in this preliminary report. However, the Junction Summary Statistics from the output file are included in Appendix F. CITY OF CLEARWATER CRITERIA In order to comply with City of Clearwater regulations the SCS Method curve number method and ICPR by Streamline Technologies, Inc. is utilized to analyze the post-developed project. The results of the post-developed analysis are included Appendix D. The curve number for the post-developed condition is calculated as follows: Post-Developed Desc Area Area CN CN'Area ac sf Impervious 10.341 450,437 98.00 1013.38 80.00% Pervious 2.215 96,504 74.00 163.94 17.14% Pond 0.369 16,082 100.00 36.92 2.86% Total 12.925 563,023 1214.24 Weigthed CN= 93.94 Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' PROJECT NO. 201322 ' The treatment volume calculations and stage-storage table for the proposed pond are included in Appendix C. The treatment volume will be recovered by a sand-filter underdrain, see Appendix C for ' calculations. ' SUMMARY The preliminary calculations contained herein show that the proposed pond will be sufficient to serve ' the proposed drainage basin. The proposed modifications to Channel A are included in this report to show the feasibility of enclosing a portion of Channel A within box culverts without causing adverse impact to upstream and downstream junctions. Construction plans and detailed calculations for the ' modifications to Channel A shall be submitted to the City of Clearwater and the SWFWMD for review and approval as a separate project from the proposed new 188,049 gsf building and replacement of building 9, and associated parking and stormwater management system. � ' 1 ' ' , � ,I� , ' ' ' � Proposal/For Planning Purposes Only/Contingent on Final Business Approval PROJECT NO. 201322 APPENDIX A Proposal/For Planning Purposes Only/Contingent on Final Business Approval •; 1il � � �; f / � I! � _------- --�---, - �� -- - __ ---- ---- — - - �� /' ��I� '��' � �� I', l � � � �' � � I I�I j LI � ° � �� _ ' � i � , �I �i �„a �— " o.� �, / ! -- � O r%�— , 1 � � . I � ' , ` '�,� L" = rn , � �� _— _ ,�� 1 �;o. �-- — ,�; �� ,� ��—� n 10 � I I '� r ' ' � � ---J ' ', �� -�� ; � � -- ' , , _ _ — — � 9 � i 'IE �il ' T\\ �� I F I `-BA61N LINE � � J I I: I li l --_��— -- 'i I ' i `e�,��u` —�-� �, � _ �— �'i - TWO SEASONAL HIGH YrATER ELEVATION MARKERS, M TMIS • i�I . LOCATION, WERE VER151ED 6Y DISTRICT SENIOR EM/IRONMENTAL ' SCIENTIST JEFF GLAS QN MAV 1,1013 (CTN 36/652). I �'�' �� SfM/M7 a44.86entl SHW�R s4A.73 ) � � � _'..i Qo ¢� U //��—i I I % �! ��i �la li � � I � i � ��,. ; I II � §tl�! � i i I � T' � i � �, 4, N �'; PROPOSED i — � � � BASIN MAP � SGIE 1'•Bp o ao eo ,eo Proposal/For Planning Purposes Only/Contingent on Final Business Approval BUILDING DATA OE%ISTING26,037GSFMHNUFACTURING/WAREHWSE OEXISTING 7,148 GSF MANUFACTURMG OE%ISTING 7,i3P GSF MqNUFACTURING OE%ISTING 8,467 GSF MANUFACTURING OEXIS7ING 7,773 GSF MANUFACTURING OIXISTING 29,�26 GSF MANUFACTURING OEXISTING 3,150 GSF POWER BUILDING (UNMANNED) OE%ISTING2,375GSFTESTFACILITV/WAREHOUSE ODEMOLISHED (a-4i5G6F-N�AREii6tl6E) �O EI(ISTING77,596GSFMANUFACTURING/WAREHWSE/PRODUCTION(2-STORI� (LEVEL 07'. /0,576 GSF / LEVEL 02'. 37 030 GSF) �Z DEMOLISHm(6;69666FiVMEHBtl6E) X� DEMOLISHEDfi4,d{}66FqPAEXBtl6E) 188.354 TOTAL EXISTING GSF TO REMAIN � � NEW 188,049 GSF PROPOSED MPNUFACTURING FACILITV 9 NEW 20,100 GSF WAREHOUSE LEGEND � � � �� PROPER7VLME � STORMINLETS — � — � — � — SETBACK LINE � STORM OUTFANS � • � MATCHLINE — � � — NEW WATER LME a �NRARY LIFT STATION NEW STORM LME � NEW MANUFACTURING FACILITV — — — NEW`�1NITAfEVLME NEW ELECTRICAI LME � NEW SURFACE REfEMION — SAN — FJ(ISTINGSANITPRYLME � NEW CONCREfE W EXISTING WATER LINE --4 EXISTING SANITARViORCE NEW ASPHPLT PAVING MAIN PRNATE LINE ,� FIRE MVDRANT O # BUILDING NUMBER O MANHOLE ��o�� a ?-�� m �� WLL°°�� Z°�� N (� E� � � W Q� � �v �e .�� 0 ;� O i 0 m � 3� L � � u C � i � _° �� 3 �� a=; � � Z � w Z � Z �' � � O � w O w Z � � w\ Q m��,� / � � Z �LL w U ��W 0 J � � �Q J � �wPU � � � � X � H �..�..� Z J — L.L � � G4�� d �J � m - �S1 G� a � ��0� � � No Date Iswes k Rerisions 1 09-13-13 PIAN REVISION � � Phase: FDA DOCS Drawn BY: ESL CheckedBy KMB Job No: 201322 Date: 07-I 0-13 PROPOSED BASIN MAP EX1.0 � ' , ' , ' 1 � ' ' ' ' ' ' ' ' � , ' _ _ PROJECT NO. 201322 APPENDIX B Proposal/For Planning Purposes Only/Contingent on Final Business Approval ! � ' � ' , i , � ' � � ' ' � � ' , � Pre Developed Basin Summary Basin Name: PRE Group Name: BASE Simulation: 25YR Node Name: PREOUT Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: SCSIIm-24 Rainfall Amount (in): 9.000 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 12.925 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (o): 0.000 Time Max (hrs): 12.07 F1ow Max (cfs): 40.88 Runoff Volume (in): 5.827 Runoff Volume (ft3): 273391 Interconnected Channel and Pond Routing Model (ICPR) �2002 Streamline Technologies, Inc. Proposal/For Planning Purposes Only/Contingent on Final Business Approval Page 1 of 1 [� , � l_� � ' r � � r 0 � � r f r �,� � ' PROJECT NO. 201322 APPENDIX C Proposal/For Planning Purposes Only/Contingent on Final Business Approval Pond EL AREA (s� AREA (ac) 16.00 1.876.7 0.043 47.00 3,070.5 0.070 48.00 4,549.2 0.104 49.00 fi,312.9 0.145 50.00 8,361.6 0.192 51.00 10,680.3 0245 52.00 13,229.5 0.304 53.00 16,082.0 0.369 54.00 19,137.4 0.439 563,023 sf 12 925 ac - Basin Nea 23,459 cf 0.539 ac-ft - Req. 1/2" Treatmen[ Vol 50.50 ft- Req. Treatment EL 50,50 ft- Weir Invert EL 23,521 cf 0.540 ao-ft - Vol @ Weir Invert EL 9,521 sf 0219 ac - Area (� Weir Invert EL SURFACE SURFACE CONIC CONIC EL AREA AREA CUM.VOLUME CUM.VOWME ((t) (s� (ac) (cQ (ao-ft) 46.00 1877 0.043 0.00 0.0000 46.10 1996 0.046 193.61 0,0044 4620 2115 0.049 399.16 0.0092 46.30 2235 OA51 616.65 0.0142 46.40 2354 0.054 846.08 0.0194 46.50 2474 0 057 1087.45 0.0250 46.60 2593 0 060 134075 0.0308 46.70 2712 0.062 1606.00 0.0369 46.80 2832 0.065 1883.18 �.0432 46.90 2951 0.068 2172.30 0.0499 47.00 3070 0.070 2473.35 0.0568 47.10 3218 0.074 2787.76 0.0640 4720 3366 0.077 3116.96 0.0716 47.J0 3514 0.081 3460.95 0.0795 47.40 3662 0.084 381972 0.0877 47.50 3810 0 087 419329 0.0963 47.60 3958 0 091 4581.64 0.1052 47.70 4106 0.094 4984.78 0.1144 47.80 4253 0.098 5402.70 0.1240 47.90 4401 0.101 5835.42 0.1340 48.00 4549 0.104 6282 92 0.1442 48.10 4726 0.108 6746 63 0.1549 4820 4902 0.113 7227.97 0.1659 48.30 5076 0.117 7726.96 0.1774 48.40 5255 0.121 8243.58 0.1892 48.50 5431 0.125 8777.64 02015 48.60 5607 0.129 9329 73 02142 48.70 5784 0.133 9899.27 02273 48.80 5960 0.137 10486.44 02401 48.90 6136 0.141 1109125 02546 49.00 6313 0.145 11713.70 02689 49.10 6518 0.150 1235520 02836 4920 6723 0.154 13017.19 02988 49.30 6927 0.159 13699.67 0.3145 49.40 7132 0.164 14402.63 0 3306 49.50 7337 0.168 15126.09 0.3472 49.60 7542 0.173 15870.03 0.3643 49.70 7747 0.178 16634 46 0.3819 49.80 7952 0.183 1741937 0.3999 49.90 8157 0.787 18224.78 0.4184 50.00 8362 0.192 19050.67 0.4373 50.10 8593 0.197 19898.39 0.4568 5020 8825 0203 20769.30 0.4768 50.30 9057 0208 21663.40 0.4973 50 40 9289 0213 22580.68 0.5184 50.50 9527 0219 23521.16 0.5400 50.60 9753 0 224 24484.82 0.5621 50.70 9985 0229 25471.67 0.5847 50.80 10217 0235 26481.70 0.6079 50.90 10448 0240 27514.93 0.6317 51.00 10680 0245 28571.34 0 6559 57.10 10935 0251 29652.08 0 fi807 5120 /1790 0257 30758.32 0.7061 51.30 11445 0263 31890.06 0.7321 51.40 11700 0269 3304728 0.7587 51.50 11955 0274 34230.00 0.7858 51.60 12210 0280 3543822 0.8135 51.70 12465 0.286 36671.92 0.8419 51.80 12720 0292 37931.12 0.8708 51.90 12975 0298 79215.81 0.9003 52.00 13230 0.304 40526.00 0.9303 52.10 13515 0.310 41863.19 0.9610 5220 13800 0.317 43228.90 0.9924 52.30 14085 0.323 44623.14 1.0244 52.40 14371 0.330 46045.91 1.0571 52.50 14656 0.336 4749720 1.0904 52.60 14941 0.343 48977.01 1.1244 5270 15226 0.350 5048535 1.1590 52.80 15512 0.356 5202222 1.1943 52.90 15797 0.367 53587.61 12302 53.00 16082 0.369 55187.53 12668 53.10 /6388 0.376 56804.98 L3041 53.20 16693 0.383 58458 99 1.3420 53.30 16999 0.390 60143.55 1.3807 53.40 17304 0.397 61858.67 1.4201 53.50 17610 0 404 63604.34 1.4602 53.60 17915 0.411 65380.57 1.5009 5170 18221 o.a�s 67187.35 1.5424 53.80 18526 0.425 69024.68 1.5846 53.90 18832 0.432 70892.57 1.6275 54.00 19137 0.439 72791.01 1.6711 Proposal/For Planning Purposes Only/Contingent on Final Business Approval i � � � � � � � � � � � � � � � � � � POND DATA Top Elevation (ft)= 50.5 Bottom Elevation (ft)= 46.00 Top Area (sf)= 9,520.9 Bottom Area (sf)= 1,876.7 Volume (cf)= 23,5212 UNDERDRAIN DATA Infiltration Rate (fUhr)= 2.29 K Pond bottom to top of pipe (in)= 6 Sand Area (sf/fUrun)= 2.53 (area per If) Number of Parallel Runs (run)= 1 Length of Underdrain (fUrun)= 89 Pipe Dia (in)= 6 Pipe Slope (Wft)= 0.003 Total Sand (cf)= 225.53 RESULTS Time Step (hr)= 6 Upper Invert (ft)= 45.00 Lower Invert (ft)= 44.73 Avg. C/L of Pipe (ft)= 45.12 Mannings n= 0.010 Avg Q (cfs)= 0.073 (all runs) Full Pipe Velocity (Ws/run)= 2.03 Full Pipe Capacity (cfs/run)= 0.40 Full Pipe Capaciry (cfs)= 0.40 (all runs) Elevation @ 24 hr= 45.98 Elevation @ 36 hr= 45.15 �I 50.5 50 0 I 49 5 49 0 � 48.5 m � 48.0 N 47 5 �I 47 0 46 5 46 0 I 0 Stage vs. Time 4 S 12 16 20 24 28 32 36 40 Time (hr) Time Discharge Stage (hr) (cf) (ft) 0.00 0.00 50.50 6.00 8341.00 49.51 12.00 6802.90 48.43 18.00 5126.10 47.24 24.00 3288.54 45.98 30.00 1338.95 4529 36.00 267.47 45.15 Volume Volume Q (cf) (ac-ft) (cfs) 23521.16 0.540 0.000 15180.16 0.348 0.386 8377.26 0.192 0.315 3251.16 0.075 0.237 -37.38 -0.001 N/A -1376.33 -0.032 N/A -1643.80 -0.038 N/A PROJECT NO. 201322 APPEIVDIX D Proposal/For Planning Purposes Only/Contingent on Final Business Approval � � � � � � � � � � � � � � � � � � � Network Diaqram Nodes A Stage/Area V Stage/Volume I T Time/Stage �� M Manhole I Basins 0 Overland F1ow 'I U SCS Unit CN 'i S SBUH CN Y SCS Unit GA Z SBOH GA � o Links a P Pipe ' � W Weir T C Channel , o D Drop Structure , � B Bridge I � R Rating Curve ' �.H Breach <p E Percolation , � F Filter � � X Exfil Trench I 0 y fD y � 7 � n O 3 3 � fD 7 O 7 T 7 01 � C N 7 N N N � a 0 < w A:POSTPOND T:eaeoul U: PoST U: PAE n: csi � , T:POSTOUT Interconnected Channel and Pond Routing Model (ICPR) �02002 Streamline Technologies, Inc. ' ' � ' ' Input Report ___= Basins __________________________________________________________________ Name: POST Node: POSTPOND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 15.00 Area(ac): 12.925 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 -------------------------------------------------------------------------------------------- ' Name: PRE Node: PREOUT Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 ' Rainfall Amount(in): 0.000 Time of Conc(min): 15.00 Area(ac): 12.925 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.000 DCIA(o): 0.00 ' , ' ' �� --- Nodes _______________________________________________________________________________ Name: POSTOUT Base Flow(cfs): 0.000 Init Stage(ft): 43.000 Group: BASE Warn Stage(ft): 44.000 Type: Time/Stage _ Time(hrs) ______Stage(ft) 0.00 43.000 36.00 43.000 ------------------- Name: POSTPOND Base Flow(cfs): 0.000 Group: BASE Type: Stage/Area Stage(ft) --------------- ------ ' 46.000 47.000 48.000 49.000 , 50.000 51.000 52.000 53.000 54.000 ' ---------------------- Name: PREOUT Group: BASE Type: Time/Stage , ' C ' Init Stage(ft): 46.000 Warn Stage(ft): 54.000 Area(ac) 0.0430 0.0700 0.1040 0.1450 0.1920 0.2450 0.3040 0.3690 0.4390 Base Flow(cfs): 0.000 Init Stage(ft): 43.000 Warn Stage(ft): 44.000 Time(hrs) Stage(ft) --------------- --------------- 0.00 43.000 — — -- 36.00 43.000 [nterconnected Channel and Pond Routing Model (ICPR) �2002 Streamline Technologies, Inc. Page 1 of 2 Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' Input Report � ' , , ' ==--Drop Structures = __ -_ _ _ _ -_ -- -- -- ----- Name: CS1 Erom Node: POSTPOND Length(ft): 266.00 Group: BASE To Node: POSTOUT Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 30.00 30.00 Flow: Both Rise(in): 30.00 30.00 Entrance Loss Coef: 0.000 Invert(ft): 42.090 42.020 Exit Loss Coef: 1.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream EHWA Inlet Edge Description: Circular CMP: Mitered to slope *** Weir 1 of 1 for Drop Structure CS1 *** ' Count: 1 Type: Horizontal Flow: Both , Geometry: Rectangular Span(in): 31.00 Rise(in): 24.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 50.500 Control Elev(ft): 50.500 TABLE ------- ___= Hydrology Simulations _________________ -------------------------------_______ Name: 25YR Filename: C:\04-JOBS\201322\25YR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSIIm-24 Rainfall Amount(in): 9.00 Time(hrs) Print Inc(min) --------------- --------------- 30.000 1.00 ___= Routing Simulations =---------------------------------------------------------------- Name: 25YR Hydrology Sim: 25YR Filename: C:\09-JOBS\201322\25YR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 0.10 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.1000 Max Calc Time(sec): 1.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 999.000 1.000 Group Run --------------- ----- BASE Yes ' _-- --- ------ . _ _ --- _ _ -----___ _ - ---- - _ _ -_ _ [nterconnected Channel and Pond Routing Model (ICPR) �2002 Streamline Technologies, [nc. Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' Page 2 of 2 ' ' ' ' , ' ' ' ' ' , ' ' ' 1 , ' ' , Input Report __-- [nterconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, [nc. Page 3 of 2 Proposal/For Planning Purposes Only/Contingent on Final Business Approval Post Developed Basin Summary _— __ Basin Name: POST Group Name: BASE Simulation: 25YR Node Name: POSTPOND Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: SCSIIm-24 Rainfall Amount (in): 9.000 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 12.925 Vol of Unit Hyd (in): 1.000 Curve Number: 94.000 DCIA (%): 0.000 Time Max (hrs): 12.07 Flow Max (cfs): 53.73 Runoff Volume (in): 8.274 Runoff Volume (ft3): 388202 [nterconnected Channel and Pond Routing Model ([CPR) �2002 Streamline Technologies, [nc. Page 1 of 1 Proposal/For Planning Purposes Only/Contingent on Final Business Approval � � w■� � � ■� � r � � � � � r � � � � �w Post Developed Node Max Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs __ _ _ -- __ _ _ __ __ _ _ _ . _ __ POSTOUT BASE 25YR 0.00 43.00 44.00 0.0000 0 12.30 40.45 0.00 0.00 POSTPOND BASE 25YR 12.30 53.15 54.00 0.0005 16529 12.07 53.72 12.30 40.45 PREOOT BASE 25YR 0.00 43.00 44.00 0.0000 0 12.07 40.88 0.00 0.00 _ __ _ _- . _ ___ ._-__ _ . ___ _ _ Interconnected Channel and Pond Routing Model (ICPR) �2002 Streamline Technologies, Inc. Page 1 of 1 � � � � � � � � � � � � � � � � � � � Post Developed Link Max Report Max Time Name Group Simulation Flow hrs CS1 BASE 25YR 12.30 Max Max Max Time Max Max Time Max Flow Delta Q US Stage OS Stage DS Stage DS Stage cfs cfs hrs ft hrs ft __ .___ ___ _ __ . . 40.45 0.019 12.30 53.15 0.00 43.00 _ ___ _ __ lnterconnected Channel and Pond Routing Model (ICPR) �2002 Streamline Technologies, Inc. Page 1 of 1 � i , ' ' CJ ' ' L1� , CI ' ' , ' � , ' II II LJ PROJECT NO. 201322 APPENDIX E Proposal/For Planning Purposes Only/Contingent on Final Business Approval � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE * ALLIGATOR CREEK WATERSHED MODEL; EXISTING 2003 CONDITIONS WITH: * (1) CLIFF STEPHENS PARK SEDIMENTATION BASIN DESIGN * (2) MOCCASIN LAKE PARK SEDIMENTATION HASIN DESIGN *' (3) CHANNEL B IMPROVEMENTS DESIGN (CLEARWATER) * (4) CHANNEL A IMPROVEMENTS DESIGN (SALVATION ARMY GABIONS) * (5) CHANNEL B IMPROVEMENTS DESIGN (PINELLAS COUNTY) * (6) CHANNEL A BOX CULVERTS (1925 Calumet Street) * DESIGN STORM EVENTS (24-HOUR DURATION) � ________________________________---------------------- -------------- ---- * NBLOCK JIN(1) JOUT(1) JIN(2) JOUT(2) SW 2 0 10 10 11 � __------ ---------------------------------- ------ ------------------------- * NITCH NSCRAI NSCRA2 NSCRA3 NSCRA4 MM 4 1 2 3 4 ----------------------------------------- -- � SWhIId RUNOFF BLOCK � _____________________________________--------___________________ ---------- $2UNOFF �1'ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350)' A1 '2-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' � A1 'S-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' �'' A1 '10-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' y A1 '25-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' *J A1 'S0-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' �i '100-YEAR/24-AOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' � A1 '25-YEAR/6-AOUR DURATION COUNTY DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' � ____________________________________________________________________------ D�+ METRIC ISNOW NRGAG INFILM KWALITY IVAP NHR NI�IIV NDAY MONTH ITRSTR 01 0 0 1 0 0 0 0 0 1 1 99 ------------------------------------------------ -------------- --------------------------------------------------- �IPRN(1) IPRN(2) IPRN(3) �. 0 0 0 `F ______________________________________________----------------------------- (� WET WETDRY DRY LUNIT LONG �3 120 300 1500 2 24 j B3 120 300 1500 2 12 � _________________________________-----------_____-- ----------__------------ �j PCTZER REGEN �4 20. 0.005 D =_____----------- ________________________________________________ _________ � ROPT �1 0 � ______--------- - ----------------------------------- ----_______________________________________ -------- ------------------------- 2-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 4.50 inches �• RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES C�D KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN Y'i El 0 12 0 0 0 1 48 30 0 �REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) E3 .0270 .0270 .0292 .0293 .0315 .0315 .0337 .0338 .0382 .0383 .0405 .0405 O E3 .0450 .0495 .0540 .0540 .0630 .0720 .0765 .0900 .1125 .1440 .2250 1.3455 � E3 .5040 .1710 .1260 .0990 .0855 .0720 .0675 .0585 .0540 .0495 .0495 .0405 * E3 .0405 .0405 .0405 .0360 .0315 .0315 .0315 .0315 .0315 .0270 .0270 .0225 ` ______________________________________________----------------------_____________---------------- - * 5-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 6.00 inches * RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES * KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN * E1 0 12 0 0 0 1 48 30 0 * REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) • E3 .036 .036 .039 .039 .042 .042 .045 .045 .051 .051 .054 .054 • E3 .060 .066 .072 .072 .084 .096 .102 .120 .150 .192 .300 1.794 * E3 0.672 .228 .168 .132 .114 .096 .090 .078 .072 .066 .066 .054 * E3 .054 .054 .054 .048 .042 .042 .042 .042 .042 .036 .036 .030 " __________________________________________________-----------_------------- ------------------------ - --------------------- - - * 10-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 7.50 inches * RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES * KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN * E1 0 12 0 0 0 1 48 30 0 Suly 09, 2013 i � 3 0 � � � � � � � � � � � � � acpo1012.dat SWhIM INPUT FILE � � � � � � 3 REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) * E3 .0450 .0450 .0487 .0468 .0525 .0525 .0562 .0563 .0637 .0638 .0675 .0675 * E3 .0750 .0825 .0900 .0900 .1050 .1200 .1275 .1500 .1875 .2400 .3750 2.2425 * E3 .8400 .2850 .2100 .1650 .1425 .1200 .1125 .0975 .0900 .0825 .0825 .0675 * E3 .0675 .0675 .0675 .0600 .0525 .0525 .0525 .0525 .0525 .0450 .0450 .0375 ` _______________________________________________________________------________________------------- * 25-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 9.00 inches * RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES * KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN x E1 0 12 0 0 0 1 48 30 0 * REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) * E3 .054 .054 .0585 .0585 .063 .063 .0675 .0675 .0765 .0765 .081 .081 * E3 .090 .099 .108 .108 .126 .144 .153 .180 .225 .288 .450 2.691 * E3 1.008 .342 .252 .198 .171 .144 .135 .117 .108 .099 .099 .081 • E3 .081 .081 .081 .072 .063 .063 .063 .063 .063 .054 .054 .045 � ______________- ----___________________--------_---------__________________________________---- -- � 50-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 10.00 inches RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES p KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN �y E1 0 12 0 0 0 1 48 30 0 C REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) � E3 .060 .060 .065 .065 .070 .070 .075 .075 .085 .085 .090 .090 �' E3 .100 .110 .120 .120 .140 .160 .170 .200 .250 .320 .500 2.990 � E3 1.120 .380 .280 .220 .190 .160 .150 .130 .120 .110 .110 .100 *� E3 .090 .090 .090 .080 .070 .070 .070 .070 .070 .060 .060 .050 j'====-------------------------------------------------------------------------------------------------- � 100-YEAR/24-HOUR DURATION DESIGN STORM EVENT; SCS TYPE II FL. MOD. DISTRIB.; TOTAL PRECIP. = 12.00 inches a0 RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES �+ KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN �t�1 0 12 0 0 0 1 48 30 0 �p REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) �.072 .072 .078 .078 .084 .084 .090 .090 .102 .102 .108 .108 .120 .132 .144 .144 .168 .192 .204 .240 .300 .384 .600 3.588 .g3 1.344 .456 .336 .264 .228 .192 .180 .156 .144 .132 .132 .108 � .108 .106 .108 .096 .084 .084 .084 .084 .084 .072 .072 .060 � 25-YEP.R/6-HOUR DURATION DESIGN STORM EVENT; PINELLAS COUNTY STORM DISTRIB ; TOTAL PRECIP. = 5 50 inches tE RAINFALL VALUES ARE INCREMENTAL PRECIPITATION IN INCHES �j KTYPE KINC KPRINT KTHIS KTIME KPREP NHISTO THISTO TZRAIN $ E1 0 L2 0 0 0 1 24 30 0 � REIN(1) REIN(2) REIN(3) REIN(4) REIN(5) REIN(6) REIN(7) REIN(8) REIN(9) REIN(10) REIN(11) REIN(12) ?]E3 0.40 0.40 1.10 1.10 0.70 0.70 0.25 0.25 0.20 0.20 0.10 0.10 � E3 0 0 0 0 0 0 0 0 0 0 0 0 W=___________-____________________________________________----______________________________________ L H1 LINE - SUBASIN HYDROLOGIC DATA ��SK NAMEW NGTO WW(1) WAREA WW(3) WSLOPE WW(5) WW(6) WSTOREI WSTOR2 WLMAX WLMIN DECAY � _________--____________________________________________________________________________________________________________________________ �1 1 20270 20270 6.417E+03 6.641E+01 2.707E+01 4.000E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.236E+00 2.618E-01 8.300E-04 �1 20280 20280 2.713E+03 2.162E+01 3.117E+01 5.700E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 4.456E+00 2.228E-01 6.300E-04 1 202503 20250 1.885E+03 2.092E+01 2.927E+01 9.300E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.098E+00 2.549E-01 8.300E-04 i�Sl 1 20260 20260 2.875E+03 2.315E+01 2.578E+01 8.600E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.500E-01 5.657E+00 2.828E-01 8.300E-04 �1 1 202501 20250 1.038E+04 2.037E+02 3.330E+01 5.700E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 4.617E+00 2.309E-01 8.300E-04 H1 1 20255 20255 2.614E+03 3.003E+01 6.918E+01 3.000E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.359E+00 2.680E-01 8.300E-04 H1 1 202001 20200 2.630E+03 2.534E+01 4.509E+01 1.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.290E+00 3.145E-01 8.300E-04 H1 1 20242 20242 2.230E+03 2.556E+01 6.592E+01 4.000E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.088E+00 2.544E-01 8.300E-04 H1 1 20240 20240 1.211E+03 1.394E+01 1.568E+01 5.600E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.000E+00 3.000E-01 8.300E-04 H1 1 40100 40100 1.022E+04 1.876E+02 4.271E+01 7.SOOE-03 3.SOOE-02 2.500E-01 2.000E-01 2.SOOE-01 5.821E+00 2.911E-01 8.300E-04 H1 1 301001 30100 5.636E+03 1.682E+02 3.175E+01 6.100E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.520E+00 2.760E-01 8.300E-04 H1 1 202502 20250 1.OS1E+03 1.931E+01 1.979E+01 2.900E-03 3.500E-02 2.SOOE-01 2.000E-01 2.SOOE-01 7.314E+00 3.657E-01 8.300E-04 H1 1 20230 20230 1.649E+03 2.646E+01 4.165E+01 2.100E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.147E+00 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10204 10204 H1 1 20070 20070 H1 1 50030 50030 H1 1 20050 20050 H1 1 10025 10025 Hl 1 10496 10496 i{3l 1 100601 10060 $1 1 10062 10062 �1 1 10360 10360 �1 50015 50015 1 103511 10351 1 103512 10351 $} 1 10494 10494 fl� 1 103501 10350 01 1 20010 20010 �i 1 10020 10020 W1 1 103513 10351 FiL 1 10330 10330 �1 1 10040 10040 �p�1 1 10340 10340 �µ 1 10355 10355 �1 10353 10353 1 10030 10030 .g1 1 10050 10050 �L 1 10320 10320 �1 1 100602 10060 $J'i 1 20030 20030 �1 1 100103 10010 � 1 10300 10300 gl 1 90010 90010 W1 1 10070 10070 I� 1 10310 10310 j�l 1 10245 10245 1 10220 10220 1 1 102002 10200 �i 1 10190 10190 1 1 10240 10240 1 1 10356 10356 �1 10180 10180 1 10090 10090 �1 1 102001 10200 � 1 10120 10120 H1 1 10170 10170 H1 1 10160 10160 Hl 1 10112 10112 H1 1 10359 10359 H1 1 80080 60080 H1 1 10230 10230 H1 1 10357 10357 H1 1 10140 10140 H1 1 70012 70012 H1 1 70010 70010 H1 1 80090 80090 H1 1 700201 70020 H1 1 70014 70014 H1 1 10358 10358 H1 1 10234 10234 H1 1 801051 80105 July 09, 2013 2.145E+03 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2.166E+01 7.393E+01 6.740E+00 1.695E+01 5.893E+01 2.330E+01 2.261E+01 1.202E+01 5.522E+01 3.610E+00 7.810E+00 5.740E+00 2.702E+01 1.279E+01 2.122E+01 1.045E+01 1.002E+01 1.668E+01 1.290E+01 1.752E+01 3.025E+01 1.196E+02 2.225E+01 1.951E+01 1.798E+01 4.710E+01 7.030E+00 1.716E+01 3.232E+01 4.381E+01 1.696E+01 1.261E+01 1.702E+01 1.323E+01 2.724E+01 6.167E+01 3.217E+01 2.491E+01 4.235E+01 1.247E+01 3.641E+01 4.096E+01 4.905E+01 3.425E+01 3.718E+01 1.864E+01 2.556E+01 4.120E+01 2.499E+01 2.868E+01 1.398E+01 3.755E+01 6.132E+01 3.607E+01 1.638E+01 3.764E+01 2.684E+01 3.007E+01 4.289E+01 2.917E+01 2.122E+01 4.105E+01 1.545E+01 3.709E+01 9.084E+00 3.486E+01 3.301E+01 3.549E+01 2.743E+01 1.330E+01 1.611E+01 6.595E+00 3.321E+01 1.454E+01 1.358E+01 1.404E+01 3.089E+01 5.226E+01 2.758E+01 4.880E+00 4.044E+01 1.488E+01 4.205E+01 3.591E+01 3.235E+01 4.103E+01 3.775E+01 3.473E+01 2.986E+01 1.747E+01 6.713E+01 2.718E+01 5.404E+00 2.893E+01 3.885E+01 4.264E+01 3.377E+01 3.032E+01 3.894E+01 6.493E+01 3.614E+01 5.690E+01 2.950E+01 � � � � � � � � � � � � � 1.250E-02 7.100E-03 1.430E-02 1.200E-02 4.000E-02 8.300E-03 1.430E-02 2.000E-02 1.710E-02 4.190E-02 S.100E-03 3.000E-02 1.330E-02 B.00OE-03 1.000E-02 4.900E-03 7.100E-03 1.130E-02 1.570E-02 4.000E-02 6.000E-03 1.800E-03 2.SOOE-03 1.870E-02 6.900E-03 1.290E-02 5.800E-03 2.SOOE-02 4.620E-02 2.460E-02 3.900E-03 6.200E-03 3.060E-02 2.160E-02 2.SSOE-02 1.730E-02 2.SOOE-02 1.240E-02 1.300E-02 1.250E-02 2.420E-02 2.750E-02 5.700E-02 1.330E-02 9.000E-03 1.100E-02 1.000E-02 2.900E-03 6.400E-03 3.250E-02 3.000E-03 1.670E-02 2.600E-02 S.SSOE-02 2.000E-02 7.100E-03 1.110E-02 1.000E-02 2.200E-03 5.260E-02 7.SOOE-03 2.670E-02 1.400E-02 1.090E-02 1.430E-02 4.400E-03 5.400E-03 1.670E-02 3.SOOE-02 3.500E-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.500E-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.500E-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.500E-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.500E-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 3.SOOE-02 SWDM4 INPUT FILE 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-Ol 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-Ol 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.000E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.500E-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 2.SOOE-01 5.289E+00 5.436E+00 7.398E+00 6.000E+00 6.328E+00 6.000E+00 6.000E+00 6.315E+00 5.945E+00 5.260E+00 5.388E+00 5.926E+00 6.744E+00 5.544E+00 5.934E+00 4.905E+00 7.024E+00 7.842E+00 6.053E+00 6.568E+00 5.952E+00 6.OS1E+00 5.897E+00 5.823E+00 6.787E+00 6.502E+00 6.136E+00 5.733E+00 6.683E+00 7.465E+00 6.000E+00 5.998E+00 7.730E+00 6.032E+00 6.651E+00 6.416E+00 5.021E+00 5.645E+00 6.204E+00 5.943E+00 6.320E+00 6.707E+00 6.376E+00 6.000E+00 6.000E+00 4,841E+00 6.097E+00 6.000E+00 5.216E+00 5.904E+00 6.000E+00 6.544E+00 5.294E+00 6.343E+00 5.956E+00 4.639E+00 7.545E+00 6.268E+00 5.975E+00 6.353E+00 5.963E+00 4.733E+00 6.276E+00 3.920E+00 3.695E+00 5.196E+00 4.902E+00 7.688E+00 2.644E-01 2.718E-01 3.699E-01 3.000E-01 3.164E-01 3.000E-01 3.000E-01 3.158E-01 2.972E-01 2.630E-01 2.694E-01 2.963E-01 3.372E-01 2.772E-01 2.967E-01 2.453E-01 3.512E-01 3.921E-01 3.026E-01 3.284E-01 2.976E-01 3.025E-01 2.949E-01 2.911E-01 3.394E-01 3.251E-01 3.068E-01 2.866E-01 3.342E-01 3.732E-01 3.000E-01 2.999E-01 3.665E-01 3.016E-01 3.326E-01 3.208E-01 2.510E-01 2.823E-01 3.102E-01 2.972E-01 3.160E-01 3.353E-01 3.168E-01 3.000E-01 3.000E-01 2.420E-01 3.048E-01 3.000E-01 2.608E-01 2.952E-01 3.000E-01 3.272E-01 2.647E-01 3.172E-01 2.978E-01 2.319E-01 3.772E-01 3.134E-01 2.986E-01 3.176E-01 2.982E-01 2.366E-01 3.138E-01 1.960E-01 1.847E-01 2.598E-01 2.451E-01 3.844E-01 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 6.300E-04 8.300E-04 8.300E-04 6.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 6.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 8.300E-04 4 / 30 � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE � � � � � � H1 1 801052 80105 1.684E+03 1.160E+01 2.011E+01 4.SOOE-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.079E+00 3.040E-01 8.300E-04 H1 1 700202 70020 1.162E+03 7.990E+00 3.800E+01 2.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 3.120E+00 1.560E-01 8.300E-04 H1 1 80108 80108 1.152E+03 7.840E+00 1.902E+01 3.980E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.500E-01 6.347E+00 3.173E-01 8.300E-04 H1 1 102322 10232 2.054E+03 4.479E+01 4.144E+01 1.150E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.523E+00 2.762E-01 8.300E-04 H1 1 80110 80110 2.076E+03 1.931E+01 4.491E+01 S.00OE-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.641E+00 2.820E-01 8.300E-04 H1 1 70030 70030 3.122E+03 4.304E+01 3.035E+01 2.SOOE-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.301E+00 2.651E-01 8.300E-04 H1 1 80120 80120 4.204E+03 1.303E+02 4.447E+01 6.200E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.646E+00 3.323E-01 8.300E-04 H1 1 80130 80130 1.688E+03 1.548E+01 3.526E+01 S.00OE-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.000E+00 3.000E-01 8.300E-04 H1 1 80140 80140 1.736E+03 5.182E+01 3.560E+01 4.600E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 7.455E+00 3.727E-01 8.300E-04 H1 1 80150 80150 1.145E+03 9.160E+00 2.840E+01 5.700E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 7.566E+00 3.783E-01 8.300E-04 H1 1 80160 80160 2.387E+03 1.373E+01 4.200E+01 3.600E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 7.934E+00 3.967E-01 8.300E-04 H1 1 50140 50140 4.144E+03 3.329E+01 1.335E+01 8.400E-03 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.053E+00 3.026E-01 8.300E-04 H1 1 501001 50100 2.152E+03 2.473E+01 1.017E+01 1.200E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.626E+00 2.813E-01 6.300E-04 H1 1 501002 50100 7.840E+02 2.710E+00 4.056E+01 1.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 4.096E+00 2.048E-01 8.300E-04 H1 1 500881 50088 1.234E+03 1.705E+01 1.837E+01 4.330E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.163E+00 3.082E-01 8.300E-04 H1 1 500621 50062 2.381E+03 8.220E+00 3.955E+01 1.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-Ol 6.000E+00 3.000E-01 8.300E-04 F{�l 1 500622 50062 1.472E+03 1.686E+01 2.7'79E+01 1.800E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.594E+00 2.797E-01 8.300E-04 �'1 1 90020 90020 4.274E+03 8.337E+01 3.518E+01 3.850E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.030E+00 2.515E-01 8.300E-04 �1 1 90050 90050 1.BOSE+03 2.890E+00 4.809E+01 4.090E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.145E+00 3.072E-01 8.300E-04 �1 10270 10270 1.232E+03 9.880E+00 8.910E+00 1.430E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.000E+00 3.000E-01 8.300E-04 1 80075 80075 6.534E+03 1.SOOE+01 7.486E+01 S.00OE-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.088E+00 3.044E-01 8.300E-04 � 1 80030 80030 2.559E+03 4.710E+00 3.568E+00 1.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 4.516E+00 2.258E-01 8.300E-04 $� 1 80040 80040 8.170E+02 1.510E+00 4.110E+01 1.000E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.000E+00 3.000E-01 8.300E-04 ��b� 1 80060 80060 6.350E+02 S.OBOE+00 4.259E+01 1.140E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.500E-01 6.000E+00 3.000E-01 8.300E-04 �1 1 102321 10232 4.062E+03 1.199E+02 4.681E+01 1.330E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 6.305E+00 3.152E-01 8.300E-04 �i 1 80070 60070 3.128E+03 3.592E+01 2.377E+01 1.200E-02 3.SOOE-02 2.SOOE-01 2.000E-01 2.SOOE-01 5.745E+00 2.872E-01 8.300E-04 � __ - _______________________________________________________________ ---------------______________________________________________________ � M1 CARD �+ NPRNT INTERV N1=====1=======15_______________________---------------_____________________ � M2 CARD � NDET STARTP STOPPR .1�2 1 0 0 � _________________________________-------_________________------------------ � M3 CARD � IPRNT... � =--10010===-_____________________________________________________- _____- _ $ SWhIM EXTRAN BLOCK D _______________________________---------------____________________________ �}{TRAN _______________________ �'ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350)' A1 '2-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' j�A1 'S-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' 1D A1 '10-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' Y�i A1 '25-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' �A1 'S0-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' '100-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' p' A1 '25-YEAR/6-HOUR DURATION COUNTY DESIGN STORM EVENT; EXISTING 2003 CONDITIONS' � _____________________________________________________- ------- ---------- * OPTIONAL SOLUTION TECHNIQUES: * ISOL = 0 --> EXPLICIT EXTRAN SOLUTION * ISOL = 1 --> SEMI-IMPLICIT SOLUTION * ISOL = 2 --> ITERATIVE EXTRAN SOLUTION * ISOL KSUPER BO 0 0 ' ----------------------- * SELEV JDOWN BB 1 0 * --------------------------------------------------------------------- * NTCYC DELT TZERO NSTART INTER JNTER REDO B1 172800 0.5 0 0 14400 1600 0 * B1 86400 0.5 0 0 14400 1600 0 " ____________________------------------------------ * METRIC NEQUAL AMEN ITMAX SURTOL B2 0 1 25 50 .O1 July 09, 2013 s/3o � � � � � � acpo1012.dat + B3 + B4 BS � � � � � � � � � � � � � SW[�M4 INPUT FILE ---NHPRT--_NQPRT----NPLT----LPLT----NJSW-------------------------------- 30 30 3 3 0 ------------------------------------------------------- JPRT(1) JPRT(2) ....... 10130 10200 10360 10010 10480 20030 20100 30075 40030 50050 60070 70010 80040 90020 10204 10530 20250 40090 40100 60105 60075 90020 10150 10190 10510 10505 10500 10499 10490 10480 -------------------------------------------- ----------- CPRT(1) CPRT(2) ....... 101301 10200 10360 10020 10420 10530 103511 20030 20160 202451 30010 30070 400101 400801 50010 50060 60010 60090 70010 80010 80080 10510 105051 105052 105001 105002 10499 10490 104801 104802 __----------- ----------------------------- - -------------- --- JPLT(1) JPLT(2) ....... B6 10010 10020 50010 ______________________________________________________----- a' CPRTII) CPRT(2) ....... �7 10000 10020 50010 �_____________________ ---------______________---- ------__________________________ -----------_---- � --------- � C1 CARD LS CONDUIT AND JUNCTION DATA � NCOND NJUNC(1) NJUNC(2) QO NKLA55 AFULL DEEP WIDE LEN ZP(1) ZP(2) "n" STHET SPHI � N 9 ___________________________________________________'_____---___--------____----___________--__________________ �_____'_"_'_"______"_____ ""'_'_____"__'_"_____"'__'_____'__'__ 7 � CHANNEL A �- ------- '------ ---------- - '-----------------------'--- �1 10000 10000 99999 0 6 0 10.0 80 500 -2.0 -4.0 0.025 3 3 �p1 10020 10020 10010 0 8 0 0 0 800 2.5 2.2 0 10020 0.00038 �pl 10024 10024 10020 0 1 0 2.5 0 282 7.5 5.0 0.0163 0 0 � 10030 10030 10020 0 8 0 0 0 900 0.7 2.5 0 10030 0.00010 10040 10040 10030 0 6 0 14 12 145 0.8 0.7 0.035 3 3 �1 10050 10050 10040 0 8 0 0 0 450 3.0 0.8 0 10050 0.00489 � 10060 10060 10050 0 8 0 0 0 500 3.4 3.0 0 10060 0.00080 �1 100621 10062 10060 0 1 0 2 0 100 34.0 27.3 0.0210 0 0 �'i 10070 10070 10060 0 8 0 0 0 800 2.7 3.4 0 10070 0.00010 � 10080 10080 10070 0 8 0 0 0 620 5.8 2.7 0 10080 0.00500 100901 10090 10080 0 2 0 6.4 21.5 100 5.9 5.8 0.0478 0 0 �1 100902 10090 10080 0 6 0 4 100 100 16.6 16.5 0.020 100 100 B1 10100 10100 10090 0 8 0 0 0 480 6.2 5.9 0 10100 0.00083 � 101101 10110 10100 0 2 0 8 28 100 6.3 6.2 0.0485 0 0 �1 101102 1D110 10100 0 6 0 6 100 100 15.4 15.3 0.020 100 100 101121 10112 10110 0 1 0 1.5 0 100 7.3 6.3 0.0174 0 0 � 101122 10112 10110 0 6 0 6 100 100 15.3 15.2 0.020 100 100 �i 10120 10120 10110 0 8 0 0 0 700 6.8 6.3 0 10120 0.00086 �1 101301 10130 10120 0 2 0 10.7 27 100 6.9 6.8 0.0559 0 0 1 101302 10130 10120 0 6 0 4 100 100 17.0 16.9 0.020 100 100 � 10140 10140 10130 0 8 0 0 0 540 8.5 6.9 0 10140 0.00019 10150 10150 10140 0 8 0 0 0 200 13.9 13.5 0 10150 0.00200 �'1 10160 10160 10150 0 8 0 0 0 650 3.0 3.0 0 10160 0.00010 �jl 10170 10170 10160 0 8 0 0 0 1110 3.0 3.0 0 10170 0.00010 C1 101801 10180 10170 0 2 0 8 50 100 7.0 6.9 0.0525 0 0 C1 101802 10180 10170 0 6 0 6 100 100 16.5 16.4 0.020 100 100 C1 10190 10190 10180 0 8 0 0 0 650 7.7 7.0 0 10190 0.00108 ' ______________________________________-------__-------__---------------- * CLIFF STEPHENS PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2002) " ---------------------------________________________________________________ C1 10195 10195 10192 0 2 0 5 10 50 7.5 7.0 0.0470 0 0 * - - - --___________________________________________________________________ C1 10200 10200 10195 0 8 0 0 0 860 9.3 7.5 0 10200 0.00186 C1 102041 10204 10200 0 6 0 15 6 400 13.5 9.3 0.070 3 4 C1 102042 10204 20030 0 6 0 8 4 900 18.0 14.7 0.070 1.5 1.5 E. TRESTLE C1 10210 10210 10200 0 8 0 0 0 580 9.5 9.3 0 10210 0.00034 C1 10220 10220 10210 0 8 0 0 0 760 10.9 9.5 0 10220 0.00645 C1 102301 10230 10220 0 2 0 9 10 180 16.0 15.0 0.0328 0 0 C1 102302 10230 10220 0 2 0 9 10 180 16.0 15.0 0.0328 0 0 Suly 09, 2013 6 / 30 *OUTFALL CHANNEL TO OLD TAMPA BAY @ BAYSHORE BLVD •MCMULLEN BOOTH RD POND NO. 5 OUTFALL (eq. pipe) *MCMULLEN BOOTH RD BRIDGE *CLEARWATER MARKETPLACE POND OUTFALL (eq. pipe) *GLEN OAK AVE. BRIDGE *ROAD OVERTOP *KAPOK MHP FOOTBRIDGE *BRIDGE OVERTOP *KAPOK WETLAND OUTLET (eq. pipe) *ROAD OVERTOP *3rd ST. BRIDGE *ROAD OVERTOP *MODIFIED U/S I.E. PER 2002 SURVEY *CLIFF STEPHENS WEIR OVERBANK *FAIRWOOD AVE. BRIDGE *ROAD OVERTOP •DIVERSION INTO SEDIMENTATION POND *MOCCASIN LAKE OUTFALL @ RAILROAD W.TRESTLE *MOCCASIN LAKE OUTFALL DITCH ALONG N. SIDE RAILROAD TO *U.S. HWY 19 (eq. pipe) *U.S. HWY 19 (eq. pipe) _ _ . _ _ _. _ __ � � � � � � � � � � � � � � � � � � � acpo1012.dat SWNIIN INPUT FILE C1 102303 10230 10220 0 2 0 9 10 180 16.0 15.0 0.0328 0 0 C1 102304 10230 10220 0 2 0 9 10 180 16.0 15.0 0.0328 0 0 C1 10233 10233 10232 0 1 0 4 0 755 18.0 16.1 0.0154 0 0 pipe) C1 10240 10240 10230 0 8 0 0 0 800 15.9 15.8 0 10240 0.00012 C1 102451 10245 10240 0 8 0 0 0 100 16.1 15.9 0 10245 0.00200 C1 102452 10245 10210 0 1 0 2.5 0 300 16.1 14.4 0.0258 0 0 C1 102453 10245 10210 0 6 0 6 10 250 22.7 22.4 0.030 20 10 C1 10250 10250 10240 0 8 0 0 0 830 16.1 15.9 0 10250 0.00024 C1 102601 10260 10250 0 1 0 6 0 100 17.9 17.8 0.0282 0 0 C1 102602 10260 10250 0 1 0 6 0 100 17.9 17.8 0.0282 0 0 C1 102603 10260 10250 0 6 0 4 100 100 24.2 24.1 0.020 100 100 C1 102604 10260 90010 0 6 0 8 20 470 19.0 18.5 0.070 100 100 C1 10270 10270 10260 0 8 0 0 0 480 16.6 16.4 0 10270 0.00146 C1 102801 10280 10270 0 2 0 3 6 100 18.9 18.8 0.0242 0 0 C1 102802 10280 10270 0 2 0 3 6 100 18.9 18.8 0.0242 0 0 C� 102803 10280 10270 0 2 0 5.5 16 100 16.7 16.6 0.0376 0 0 �`1 102804 10280 10270 0 6 0 6 200 100 24.5 24.4 0.020 200 200 gl 10290 10290 10280 0 8 0 0 0 660 18.2 16.7 0 10290 0.00152 �(1 10300 10300 10290 0 8 0 0 0 630 18.7 18.2 0 10300 0.00079 �l 10310 10310 10300 0 8 0 0 0 690 19.4 18.'7 0 10310 0.00101 � 103201 10320 10310 0 2 0 7.3 24 100 19.5 19.4 0.0463 D 0 `� 103202 10320 10310 0 6 0 5 200 100 28.2 26.1 0.020 100 100 di 10330 10330 10320 0 8 0 0 0 710 20.6 19.5 0 10330 0.00169 O1 103401 10340 10330 D 2 0 13.5 11 150 20.7 20.6 0.0393 0 0 �i 103402 10340 10330 0 2 0 13.5 11 150 20.7 20.6 0.0393 0 0 �O1 103403 10340 10330 0 2 0 5 11 150 29.2 29.1 0.0393 0 0 103404 10340 10330 0 2 0 5 11 150 29.2 29.1 0.0393 0 0 1 103405 10340 10330 0 2 0 5 11 150 29.2 29.1 0.0393 0 0 �q1 103406 10340 10330 0 2 0 5 11 150 29.2 29.1 0.0393 0 0 �pl 103407 10340 10330 0 6 0 4 100 100 35.0 34.9 0.020 100 100 � 10350 10350 10340 0 8 0 0 0 440 23.5 20.7 0 10350 0.00659 103511 10351 10350 0 4 29.5 4.83 7.58 1243 35.3 32.3 0.0146 0 0 �1 103512 10351 10350 0 6 0 4 40 1243 44.5 39.0 0.015 1 1 � 103521 10352 10351 0 1 0 5 0 308 40.2 35.3 0.0179 0 0 �1 103522 10352 10351 0 6 0 4 100 100 50.0 49.9 0.020 100 100 103531 10353 10352 0 1 0 4.5 0 1450 48.2 40.2 0.0140 0 0 1 103532 10353 10352 0 6 0 4 30 1450 61.0 50.0 0.015 1 1 103541 10354 10353 0 1 0 4.5 0 1300 54.3 50.3 0.0141 0 0 �1 103542 10354 10492 0 6 0 4 90 1100 66.5 60.8 0.015 1 1 C1 103551 10355 10354 0 1 0 4.5 0 702 56.8 54.3 0.0150 0 0 � 103552 10355 10354 0 6 0 4 60 702 67.0 66.5 0.015 1 1 §�j'1 103561 10356 10355 0 1 0 4.5 0 1000 59.3 56.8 0.0145 0 0 103562 10356 10355 0 6 0 4 60 1000 68.4 67.0 0.015 1 1 1 103571 10357 10356 0 1 0 4 0 754 61.4 59.3 0.0147 0 0 �i 103572 10357 10356 D 6 0 4 60 754 69.0 68.4 0.015 1 1 (pp�1 103581 10358 10357 0 1 0 1.5 0 1170 67.0 63.9 0.0133 0 0 01 103582 10358 10357 0 6 0 4 30 1170 70.2 69.0 0.015 1 1 � 103591 10359 10358 0 4 1.6 1.08 1.83 100 67.7 67.0 0.0139 0 0 103592 10359 10358 0 6 0 4 100 100 69.0 68.9 0.020 100 100 �1 10360 10360 10350 0 8 0 0 D 380 26.0 23.5 0 10360 0.00658 �jl 10370 10370 10360 0 8 0 0 0 570 29.7 26.0 0 10370 0.00649 � ____________________________________________________________________________ * CHANNEL A IMPROVEMENTS DESIGN (CONSTRUCTED 2002) ` -------------------------------------------------------------------- * CHANNEL A IMPROVEMENTS; SALVATION ARMY GABION CHANNEL LINING C1 10380 10380 10370 0 8 0 0 0 610 32.0 29.7 0 10380 0.00377 C1 103851 10385 10380 0 2 0 7 20 100 32.1 32.0 0.0437 0 0 C1 103852 10385 10380 0 6 0 4 100 100 41.0 40.9 0.020 100 100 C1 10390 10390 10385 0 8 0 0 0 315 34.0 32.1 0 10390 0.00647 C1 104001 10400 10390 0 2 0 5 9 100 34.9 34.2 0.0326 0 0 C1 104002 10400 10390 0 2 0 5 9 100 34.9 34.2 0.0326 0 0 C1 104003 10400 10390 0 6 0 4 100 100 43.8 43.7 0.020 100 100 C1 104101 10410 10400 0 4 46.1 6 9 100 35.8 35.5 0.0388 0 0 C1 104102 10410 10400 0 4 46.1 6 9 100 35.8 35.5 0.0388 0 0 C1 104103 10410 10400 0 6 0 4 100 100 42.8 42.7 0.020 100 100 C1 10420 10420 10410 0 8 0 0 0 370 37.5 35.8 0 10420 0.00459 July 09, 2013 � � 3 0 *U.S. AWY 19 (eq. pipe) *U.S. HWY 19 (eq. pipe) *CLEARWATER COLLECTION CENTER POND NO. 1 OUTFALL (eq. *WASTE TRANSFER STA. POND OUTLET DITCH *WASTE TRANSFER STA. POND OUTLET *OVERBANK FLOW ALONG S. SIDE RR ROW UNDER U.S. HWY 19 *WASTE TRANSFER STA. ENTRANCE RD. (eq, pipe) *WASTE TRANSFER STA. ENTRANCE RD. (eq. pipe) *ROAD OVERTOP *INTERCONNECTION CHANNEL *OLD COACHMAN RD BRIDGE (eq. pipe) *OLD COACHMAN RD BRIDGE (eq. pipe) *OLD COACHMAN RD BRIDGE (eq. pipe) *ROAD OVERTOP *NE COACHMAN RD BRIDGE *ROAD OVERTOP •RAILROAD BRIDGE SPAN (eq. pipe) *RAILROAD BRIDGE SPAN (eq. pipe) *RAILROAD BRIDGE SPAN (eq. pipe) �RAILROAD BRIDGE SPAN (eq. pipe) *RAILROAD BRIDGE SPAN (eq. pipe) *RAILROAD BRIDGE SPAN (eq. pipe) '"RR OVERTOP *LONG CENTER STORM SEWER (eq. pipe) *ROADWAY CHANNEL *BELCHER/RANGE RD STORM SEWER (eq. pipe) *ROAD OVERTOP *RANGE RD STORM SEWER (eq. pipe) *ROADWAY CHANNEL *RANGE RD STORM SEWER(eq. pipe) *ROADWAY CHANNEL TO A0492 *HERCULES AVE STORM SEWER (eq. pipe) *ROADWAY CHANNEL *HERCULES AVE STORM SEWER(eq. pipe) *ROADWAY CHANNEL *HERCULES AVE STORM SEWER(eq. pipe) *ROADWAY CHANNEL *TERRACE LAKE OUTFALL (eq. pipe) *ROADWAY CHANNEL *HERCULES/PALMETTO WETLAND OUTFALL (eq. pipe) *OVERBANK FLOW *USGS STREAMFLOW GAGING STA. *SALVATION ARMY ENTRANCE RD. BRIDGE (eq. pipe) *ROAD OVERTOP *BELCHER RD (eq. pipe) *BELCHER RD (eq. pipe) *ROAD OVERTOP *FIRE STA. ENTRANCE RD.(eq. pipe) *FIRE STA. ENTRANCE RD.(eq, pipe) *ROAD OVERTOP � w� � � � � � � � ■� � � � � � r � � � acpo1012.dat SWhII�7 INPUT FILE 8/ 30 C1 10430 10430 10420 D 8 0 0 0 1130 41.0 37.5 0 10430 0.00310 C1 104401 10440 10430 0 4 33.0 5.33 7.67 100 41.3 41.0 0.0376 0 0 *SUNSHINE DR. (eq. pipe) C1 104402 10440 10430 0 6 0 4 100 100 48.1 48.0 0.020 100 100 'ROAD OVERTOP C1 10450 10450 10440 0 8 0 0 0 840 41.9 41.3 0 10450 0.00071 C1 104601 10460 10450 0 4 20.5 3.75 6.67 100 42.0 41.9 0.0293 0 0 *ACCESS RD. (eq. pipe) C1 104602 10460 10450 0 4 20.5 3.75 6.67 100 42.0 41.9 0.0293 0 0 •ACCESS RD. (eq, pipe) C1 104603 10460 10450 0 6 0 4 100 100 49.5 49.4 0.020 100 100 *ROAD OVERTOP C1 10470 10470 10460 0 8 0 0 0 410 42.1 42.0 0 10470 0.00024 C1 104801 10480 10470 0 2 0 7 10 100 42.3 42.1 0.0372 0 0 *HERCULES AVE. (eq. pipe) C1 104802 10480 10470 0 6 0 4 100 100 52.3 52.2 0.020 100 100 *ROAD OVERTOP C1 10490 10490 10480 0 8 0 0 0 340 42.9 42.3 0 10490 0.00176 C1 104921 10492 10490 0 1 0 5 0 620 47.9 43.4 0.0255 0 0 *RAILROAD STORM SEWER (eq. pipe) C1 104922 10492 10490 0 6 0 4 100 100 60.8 60.7 0.020 100 100 *RAILROAD OVERTOP C1 104941 10494 10492 0 1 0 4 0 1150 59.9 47.9 0.0246 0 0 *OVERLEA ST. STORM SEWER (eq. pipe) C1 104942 10494 10354 0 6 0 4 25 850 68.5 66.5 0.020 1 1 *ROADWAY CHANNEL TO A0354 C1 104961 10496 10494 0 1 0 4 0 675 61.7 60.1 0.0250 0 0 *OVERLEA ST. STORM SEWER (eq. pipe) 104962 10496 10492 0 6 0 4 50 950 67.5 65.0 0.020 1 1 *ROADWAY CHANNEL TO A0492 ��r.�:x..••.+.x•>�++rx....�•+.xw.+.++...•+.�<+x...<+.+...:.<:+:....++.x....:r<.:x•>:r:r•+x...:r.�s.+.•+��+.+..xx+..sx..•+:+x..+.++..+.+..�+.+:�.�:...•+<.:...•:r• o IMPROVMENTS FOR 1925 Calumet Street p+x•.x.:..�•:e+xw.�..+>++..x.. » :e......•x+......+r+..•x.:r:•+++++�+...:+++:...x.++.s..•.+>...+.:r�..++..+�+.<..++�....++.•+r.x.•.:re:+x..:�+..x..•�+..•+++•..+ � 129LF OF CHANNEL 10499 REMAINS � 10499 10499 10490 0 8 0 0 0 129 42.9 42.9 0 10499 0.00023 �'' 330LF OF CHANNEL 10500 REPLACED WITH BOX CULVERTS �1 10500 10500 10499 0 8 0 0 0 330 42.9 42.9 0 10500 0.00023 D1 105001 10500 10499 0 2 0 10 10 330 42.9 42.9 0.0229 0 0 *NEW BOX CULVERT (eq. pipe) �i 105002 10500 10499 0 2 0 10 10 330 42.9 42.9 0.0229 0 0 *NEW BOX CULVERT (eq. pipe) � EXISTING CULVERTS REPLACED WITH BOX CULVERTS �1 105051 10505 10500 0 1 0 4 0 100 43.0 42.9 0.0242 0 0 *ACCESS RD (eq. pipe) �C1 105052 10505 10500 0 1 0 4 0 100 43.0 42.9 0.0242 0 0 •ACCESS RD (eq. pipe) 81 105051 10505 10500 0 2 0 10 10 100 43.0 42.9 0.0255 0 0 *NEW ACCESS RD BOX CULVERT (eq. pipe) �1 105052 10505 10500 0 2 0 10 10 100 43.0 42.9 0.0255 0 0 *NEW ACCESS RD BOX CULVERT (eq. pipe) � ROAD OVERTOP REMOVED �1 105053 10505 10500 0 6 0 4 100 100 51.0 50.9 0.020 100 100 *ROAD OVERTOP ,t ...+.+x....�+�:xx....�+.x..+..+<.+..:.++....++++:...<.�.....�+.+.:.�<.....�+..x++.x<..+.++�::....<+�..++<x�.:...+.x+..x:x++<::...�++.....��:.+:�+++..... �L 10510 10510 10505 0 8 0 0 0 450 43.0 43.0 0 10510 0.00010 �jl 105201 10520 10510 0 2 0 5 9 100 43.0 42.3 0.0291 0 0 *CALUMET ST. (eq. pipe) 105202 10520 10510 0 6 0 4 100 100 51.0 50.9 0.020 100 100 *ROAD OVERTOP � 10525 10525 10520 0 8 0 0 0 170 43.0 43.0 0 10525 0.00010 � 10530 10530 10525 0 1 0 4 0 100 43.2 43.0 0.0215 0 0 *CHANNEL A POND OUTFALL (eq. pipe) �1 105401 10540 10530 0 2 0 4 9 100 45.7 44.7 0.0315 0 0 *LAKE ANTIETAM OUTFALL (eq. pipe) 91 105402 10540 10530 0 2 0 4 9 100 45.7 44.7 0.0315 0 0 *LAKE ANTIETAM OUTFALL (eq. pipe) � 105403 10590 10530 0 6 0 4 100 100 51.3 51.2 0.020 100 100 *BANK OVERTOP �1 105421 10542 10540 0 4 7.4 2.5 3.5 100 45.9 45.7 0.0170 0 0 *BRAXTON BRAGG LN (eq. pipe) 105422 10542 10540 0 6 0 4 100 100 49.5 49.4 0.020 100 100 *ROAD OVERTOP � 10544 10544 10542 0 6 0 7 4 630 52.8 45.9 0.040 3 3 �i 105461 10546 10544 0 4 7.4 2.5 3.5 100 53.0 52.8 0.0170 0 0 •KENESAW LN (eq, pipe) �1 105462 10546 10544 0 6 0 4 100 100 56.0 55.9 0.020 100 100 *ROAD OVERTOP 1 10547 10547 10546 0 6 0 5 4 400 54.0 53.0 0.050 2.5 2.5 � 105481 10548 10547 0 1 0 2.5 0 100 55.0 54.0 0.0204 0 0 *KEENE RD (eq. pipe) 105482 10548 10547 0 6 0 4 100 100 59.4 59.3 0.020 100 100 *ROAD OVERTOP �1 10549 10549 10546 0 6 0 5 4 120 57.2 55.0 0.060 2 2 *SUNSET LAKE OLPPLET � 10550 10550 10540 0 1 0 4 0 100 44.7 43.9 0.0240 0 0 �CHANNEL A CONTROL STRUCTURE (eq. pipe) C1 10555 10555 10540 0 6 0 4 100 100 51.2 51.1 0.020 100 100 *BANK OVERTOP C1 10560 10560 10555 0 8 0 0 0 620 46.5 46.5 0 10560 0.00010 C1 10570 10570 10560 0 8 0 0 0 700 46.5 46.5 0 10570 0.00010 C1 105801 10580 10570 0 1 0 3.5 0 100 47.6 46.5 0.0221 0 0 *SUNSET PT RD (eq. pipe) C1 105802 10580 10570 0 1 0 3.5 0 100 47.6 46.5 0.0221 0 0 *SUNSET PT RD(eq. pipe) C1 105803 10580 105'70 0 6 0 4 100 100 54.1 54.0 0.020 100 100 *ROAD OVERTOP C1 10590 10590 10580 0 8 0 0 0 200 50.0 49.0 0 10590 0.00500 C1 106001 10600 10590 0 1 0 3 0 100 50.5 50.0 0.0267 0 0 *PINEBROOK APTS RD (eq. pipe) C1 106002 10600 10590 0 6 0 4 100 100 54.0 53.9 0.020 100 100 *ROAD OVERTOP �------------------------- - -----'--------------------------'---- - --------- - -- " CHANNEL B '-----'---------- - -----'----- - -------------------- -------------- - --- C1 200051 20005 10180 0 4 8.7 2.58 4.17 100 10.25 8.48 0.0215 0 0 *CLIFF STEPHENS PARK RD (eq. pipe) C1 200052 20005 10180 0 6 0 8 100 100 15.5 15.4 0.020 100 100 *ROAD OVERTOP C1 20007 20007 20005 0 8 0 0 0 240 11.5 10.25 0 20007 0.00521 C1 200101 20010 20007 0 2 0 7.5 10 100 12.3 11.5 0.0376 0 0 *RAILROAD BRIDGE SPAN July 09, 2013 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE C1 200102 20010 20007 0 2 0 6.5 10 100 13.3 C1 200103 20010 20007 0 2 0 6.5 10 100 13.3 C1 200104 20010 20007 0 6 0 4 100 100 23.4 C1 20030 20030 20010 0 8 0 0 0 930 14.7 C1 20045 20045 20030 0 8 0 0 0 1000 24.0 C1 20053 20053 20050 0 6 0 6 4 1350 46.0 C1 200551 20055 20053 0 4 1.6 1.17 1.92 510 50.7 C1 200552 20055 20053 0 6 0 4 20 350 52.5 � ____________________________________----------------- ----------------- * CHANNEL B IMPROVEMENTS DESIGN (CONSTRUCTED 2001) " ---------- ----------------------------------- -- * CHANNEL B IMPROVEMENTS C1 20060 20060 20050 0 8 0 0 0 680 27.9 C1 20065 20065 20060 0 8 0 0 0 480 30.5 C1 20070 20070 20065 0 8 0 0 0 225 36.4 $ ___________________________________________________________---------------- CHANNEL B IMPROVEMENTS DESIGN (PINELLAS COUNTY CONSTRUCTED 2001) � ____________________________________________________________________________ � 200801 20080 20070 0 2 0 5 4 100 36.5 200802 20080 20070 0 2 0 5 4 100 36.5 200803 20080 20070 0 6 0 4 100 100 49.5 � 200851 20085 20080 0 2 0 5 8 927 42.1 200852 20085 20080 0 6 0 6 10 927 48.7 O1 20090 20090 20085 0 8 0 0 0 458 45.9 �._____________________ - -----________________________________________________ W1 201001 20100 20090 0 4 24.0 4.75 6.33 100 46.1 aL 201002 20100 20090 0 6 0 4 100 100 54.5 �1 20110 20110 20100 0 8 0 0 0 1160 48.4 �1 20120 20120 20110 0 8 0 0 0 830 48.3 Wi 20130 20130 20120 0 8 0 0 0 470 49.6 � 20140 20140 20130 0 8 0 0 0 560 52.3 201501 20150 20140 0 1 0 4 0 100 52.6 .�1 201502 20150 20140 0 1 D 4 0 100 52.6 � 201503 20150 20140 0 6 0 4 100 100 58.3 jl 20160 20160 20150 0 6 0 0 0 470 53.4 201701 20170 20160 0 2 0 4 6 100 53.8 � 201702 20170 20160 0 6 0 4 100 100 62.2 � 20180 20160 20170 0 8 0 0 0 680 54.5 �1 20190 20190 20180 0 S 0 0 0 770 61.0 81 20200 20200 20190 0 8 0 0 0 650 67.3 � 202101 20210 20200 0 1 0 2.5 0 100 68.8 �1 202102 20210 20200 0 1 0 2.5 0 100 68.8 7Q.�� 202103 20210 20200 0 6 0 4 100 100 73.3 G1 202151 20215 20210 0 1 0 2 0 100 73.5 �i 20220 20220 20210 0 8 0 0 0 740 80.5 �pp�1 202301 20230 20220 0 4 7.4 2.42 3.75 100 81.3 01 202302 20230 20220 0 4 7.4 2.42 3.75 100 81.3 � 202303 20230 20220 0 6 0 4 100 100 86.5 20240 20240 20230 0 8 0 0 0 540 82.8 �1 20242 20242 20240 0 1 0 2 0 100 84.6 Sjl 202451 20245 20240 0 1 0 2 0 100 82.5 l C1 202452 20245 20240 0 6 0 4 100 100 87.6 C1 202601 20260 20250 0 4 7.4 2.42 3.75 187 81.8 C1 202602 20260 20250 0 6 0 4 100 100 88.0 C1 20262 20262 20260 0 8 0 0 0 465 84.0 C1 202701 20270 20262 0 1 0 1.25 0 228 84.8 C1 202702 20270 20262 0 6 0 4 100 100 87.5 C1 202801 20280 20270 0 1 0 1.5 0 1140 92.5 C1 202802 20280 20270 0 6 0 4 100 100 95.5 *---------------------------------- - -------------- --------- - ------------'---- * CHANNEL C '- - ------ - -- - ---------------------- - ------- - ------------------------------- C1 30010 30010 10370 0 8 0 0 0 920 35.0 C1 300201 30020 30010 0 4 16.6 3.58 5.67 100 38.4 C1 300202 30020 30010 0 4 16.6 3.58 5.67 100 38.4 C1 300203 30020 30010 0 4 16.6 3.58 5.67 100 38.4 C1 300204 30020 30010 0 6 0 4 100 100 45.3 July 09, 2013 12.5 0.0376 0 12.5 0.0376 0 23.3 0.020 100 12.3 0 20030 14.7 0 20045 26.0 0.035 1 46.0 0.0150 0 49.0 0.050 50 0 0 100 0.00452 0.00919 1 0 50 25.7 0 20060 0.0041 27.9 0 20065 0.0042 30.5 D 20070 0.026 35.0 0.0266 0 35.0 0.0266 0 49.4 0.020 100 38.4 0.0155 0 46.3 0.030 4 42.1 0 20090 45.9 54.4 46.1 48.4 48.3 49.6 52.3 52.3 58.2 52.6 53.4 62.1 53.8 54.5 61.0 67.3 67.3 73.2 70.3 68.8 80.5 80.5 86.4 81.3 83.8 82.8 87.5 81.4 87.9 B1.6 64.0 87.4 86.0 95.4 0.0306 0 0.020 100 0 20110 0 20120 0 20130 0 20140 0.0215 0 0.0215 0 0.020 100 0 20160 0.0254 0 0.020 100 0 20180 0 20190 0 20200 0.0190 0 0.0190 0 0.020 100 0.0173 0 0 20220 0.0208 0 0.0208 0 0.020 100 0 20240 0.0173 0 0.0205 0 0.020 100 0.0186 0 0.020 100 0 20262 0.0147 0 0.020 100 0.0135 0 0.020 100 30.8 0 30010 38.1 0.0224 0 38.1 0.0224 0 38.1 0.0224 0 45.2 0.020 100 *RAILROAD BRIDGE SPAN *RAILROAD BRIDGE SPAN *RR OVERTOP *LAKE PATRICIA OUTFALL DITCH *LAKE PATRICIA OUTFALL *OVERBANK CEiANNEL 0 *COACHMAN RD (eq. pipe)(actual d/s i.e. 36.4) 0 *COACHMP.N RD (eq. pipe)(actual d/s i.e. 36.4) 100 *ROAD OVERTOP 0 *NEW 5'x8'BC (eq. pipe) 4 *BC OVERTOP SWALE 0.00585 0 100 0.00198 0.00010 0.00277 0.00482 0 0 100 0.00170 0 100 0.00103 0.00844 0.00969 0 0 100 0 0.01580 0 0 100 0.00278 0 0 100 0 100 0.00473 0 100 0 100 *EVANS DR (eq. pipe) *ROAD OVERTOP *SOUTH DR (eq. pipe) *SOUTH DR (eq. pipe) *ROAD OVERTOP *SUNSET PT DR (eq. pipe) *ROAD OVERTOP *ACCESS RD (eq. pipe) *ACCESS RD (eq. pipe) *ROAD OVERTOP �KEN MARK FORD POND OUTFALL (eq. pipe) *MCCORMICK DR (eq. pipe) *MCCORMICK DR (eq. pipe) *ROAD OVERTOP *WETLAND OUTFALL (eq, pipe) *LAKE SHORE DR (eq. pipe) •ROAD OVERTOP *ENTERPRISE RD (eq. pipe) *ROAD OVERTOP *WINDING WOOD CONDO POND OUTFALL (eq. pipe) *OVERBANK FLOW *WINDING WOOD CONDO WETLAND OUTFALL (eq. pipe) *OVERBANK FLOW 0.00793 0 *S. LAGOON CIRCLE DR (eq. pipe) 0 *S. LAGOON CIRCLE DR (eq. pipe) 0 *S. LAGOON CIRCLE DR (eq. pipe) 100 *ROAD OVERTOP 9 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWNA7 INPUT FILE C1 30030 30030 30020 0 8 0 0 0 500 C1 300401 30040 30030 0 1 0 5 0 360 C1 300402 30040 30030 0 1 0 5 0 360 C1 300403 30040 30030 0 6 0 0 0 360 C1 300501 30050 30040 0 2 0 6 6 900 C1 300502 30050 30040 0 6 0 4 200 100 C1 300601 30060 30050 0 2 0 4 7 480 C1 300602 30060 30050 0 8 0 0 0 480 C1 30070 30070 30060 0 2 0 4 7 680 C1 30075 30075 30060 0 8 0 0 0 680 C1 30080 30080 30075 0 8 0 0 0 440 C1 300901 30090 30080 0 2 0 5 8 130 C1 300902 30090 30080 0 6 0 5 100 130 C1 300903 30090 40090 0 6 0 5 50 1500 C1 301001 30100 30090 0 2 0 5 8 1280 C1 301002 30100 30090 0 8 0 0 0 1280 C�pl 301201 30120 30100 0 1 0 1.25 0 1200 �`1 301202 30120 30100 0 6 0 4 100 100 �-----------'---- - -----------------------------'----------------- - ------------ O n CHANNEL D �-- - ------------------------ - --------- ----- -----------------'-------------- � 400101 40010 10390 0 1 0 4 0 1270 � 400102 40010 10390 0 6 0 4 30 1270 400301 40030 40010 0 1 0 3.5 0 150 O1 400302 40030 10400 0 6 0 4 30 1270 �i 40040 40040 40030 0 8 0 0 0 260 tCl 40050 40050 40040 0 8 0 0 0 290 � 400601 40060 40050 0 4 7.4 2.42 3.75 100 �1 400602 40060 40050 0 4 7.4 2.42 3.75 100 1 400603 40060 40050 0 6 0 4 100 100 � 40070 40070 40060 0 8 0 0 0 320 � 400801 40080 40070 0 1 0 3.5 0 635 400802 40080 40070 0 6 0 4 20 635 �1 400901 40090 40080 0 1 0 2.5 0 176 ��'7L 400902 40090 40080 0 6 0 4 100 100 �1 401001 40100 40090 0 1 0 1.5 0 350 �i 401002 40100 40090 0 6 0 4 100 100 �- - --------------------------- -'-----------'----- ----------- - - ------- � CHANNEL E � ----------- ---'------ ----- - ----- ---- ------------------ - --- $-- 81 50010 50010 10010 0 8 0 0 0 660 � 500151 50015 50010 0 1 0 5 0 100 �1 500152 50015 50010 0 6 0 4 100 100 p7.�� 50020 50020 50015 0 8 0 0 0 150 G1 500301 50030 50020 0 1 0 5 0 100 �i 500302 50030 50020 0 6 0 4 500 100 �1 50035 50035 50030 0 8 0 0 0 470 1 500401 50040 50035 0 1 0 5 0 500 � 500402 50090 50035 0 6 0 4 200 100 500501 50050 50040 0 2 0 4 7 100 �1 500502 50050 50040 0 6 0 4 600 100 p�i 50060 50060 50050 0 6 0 0 0 640 C1 500621 50062 50060 0 2 0 3 8 203 C1 500622 50062 50060 0 6 0 4 100 100 C1 50064 50064 50062 0 6 0 6 6 700 C1 500661 50066 50064 0 1 0 3.5 0 100 C1 500662 50066 50064 0 6 0 4 100 100 C1 500681 50068 50066 0 1 0 3 0 340 C1 500682 50068 50066 0 6 0 4 100 100 C1 500691 50069 50068 0 1 0 2 D 330 C1 500692 50069 50066 0 6 0 4 100 100 C1 50070 50070 50060 0 8 0 0 0 350 C1 500801 50080 50070 0 1 0 3.5 0 100 C1 500802 50080 50070 0 6 0 4 100 100 C1 50085 50085 50080 0 8 0 0 0 795 C1 50088 50088 50085 0 8 0 0 0 250 C1 500891 50089 50088 0 2 0 4 6 100 C1 500892 50089 50088 0 6 0 4 400 100 July 09, 2013 40.9 41.55 41.55 48.7 45.88 55.0 48.44 53.8 51.1 56.3 53.7 54.1 63.5 62.5 57.7 64.5 80.1 83.0 42.7 51.0 43.5 51.5 46.0 46.7 47.2 47.2 52.2 48.16 49.67 57.0 52.8 56.2 58.2 62.3 3.2 3.6 11.7 4.55 4.41 17.9 6.7 9.7 17.0 12.12 18.0 12.4 17.2 22.5 31.0 31.2 41.5 38.8 46.0 45.6 50.6 13.4 13.5 17.9 15.5 16.2 16.37 22.7 38.4 40.9 40.9 47.0 41.55 54.9 46.94 52.1 48.44 53.8 53.25 53.7 63.4 60.0 54.1 61.0 60.0 82.9 34.2 44.5 43.2 45.0 45.0 46.0 46.7 46.7 52.1 47.2 48.16 55.0 50.84 58.1 52.1 62.2 2.2 3.2 11.6 3.8 4.55 17.8 4.41 7.2 16.9 11.95 17.9 12.12 16.2 22.4 17.2 31.0 41.4 35.6 45.9 41.1 50.5 12.4 13.4 17.8 14.0 15.5 16.35 22.6 0 0.0190 0.0190 0 0.0157 0.020 0.0164 0 0.0155 0 0 0.0296 0.020 0.020 0.0147 0 0.0243 0.020 0.0145 0.015 0.0214 0.015 0 0 0.0213 0.0213 0.020 0 0.0254 0.035 0.0181 0.020 0.0145 0.020 0 0.0295 D.020 0 0.0304 0.020 0 0.0267 0.020 0.0282 0.020 0 0.0213 0.020 0.050 0.0244 0.020 0.0165 0.020 0.0152 0.020 0 0.0220 0.020 0 0 0.0290 0.020 30030 0 0 300403 0 200 0 300602 0 300702 30080 0 100 50 0 301002 0 100 0 1 0 1 40040 40050 0 0 100 40070 0 1 0 100 0 100 50010 0 100 50020 0 200 50035 0 100 0 100 50060 0 100 2 0 100 0 100 0 100 50070 0 100 50085 50068 0 100 0.00500 0 0 0.00472 0 200 0 0.00354 0 0.00368 0.00102 0 100 100 0 0.00273 0 100 0 1 0 1 0.00962 0.00241 0 0 100 0.00300 0 1 0 100 0 100 0.00152 0 100 0.00500 0 200 0.00323 0 100 0 100 0.00043 0 100 2 0 100 0 100 0 100 0.00457 0 100 0.00189 0.00280 0 100 *N. LAGOON CIRCLE OUTFALL *CHANNEL C STORM SEWER (eq *CHANNEL C STORM SEWER (eq *OVERFLOW SWALE *CHANNEL C STORM SEWER (eq "OLD COACHMAN RD OVERTOP *CHANNEL C STORM SEWER (eq *OVERFLOW SWALE *CHANNEL C STORM SEWER (eq *OVERFLOW SWALE pipe) pipe) pipe) pipe) pipe) io / 30 *SUNSET PT RD. (eq. pipe) *ROAD OVERTOP *OVERFLOW TO BECKETT LAKE DOWN SUNSET PT. RD. *CHANNEL C STORM SEWER @ TOP OF THE WORLD (eq. pipe) *OVERFLOW SWALE •FP&L POND OUTFALL *BANK OVERTOP *BELCHER RD STORM SEWER (eq. pipe) *ROADWAY OVERFLOW *BELCHER RD (eq. pipe) *ROADWAY OVERFLOW *SUNNYDALE BLVD (eq. pipe) *SUNNYDALE BLVD (eq. pipe) *ROAD OVERTOP *SUNSET PT RD STORM SEWER OUTFALL (eq. pipe) *OVERFLOW CHANNEL *BECKETT LAKE OUTFALL (eq, pipe) *ROAD OVERTOP *HARSOR LAKE OUTFALL (eq. pipe) *ROAD OVERTOP *SAFETY HARBOR CITY PARK RD (eq. pipe) *ROAD OVERTOP *RAILROAD (eq. pipe) *RR OVERTOP *INDUSTRIAL SITE CIII,VERT (eq. pipe) *OVERBANK FLOW *SR 590 (eq. pipe) *ROAD OVERTOP *MCMULLEN BOOTH RD (eq. pipe) *ROAD OVERTOP *SALLS LAKE OUTFALL *ROAD OVERTOP *SALLS LAKE OUTFALL *ROAD OVERTOP *SALLS LAKE OUTFALL *OVERBANK FLOW *DRIVEWAY (eq. pipe) �ROAD OVERTOP *HARBOR PLACE DR (eq. pipe) *ROAD OVERTOP � � � � � ! � � � � � � � � � � � � � acpo1012.dat SWNIM INPUT FILE C1 50090 50090 50089 0 6 D 0 0 355 C1 50094 50094 50090 0 1 0 3 0 100 C1 501001 50100 50090 0 2 0 3 6 212 C1 501002 50100 50090 0 2 0 3 6 212 C1 501003 50100 50090 0 6 0� 4 100 100 C1 50110 50110 50100 0 8 0 0 0 350 C1 501201 50120 50110 0 1 0 4 0 100 C1 501202 50120 50110 0 1 0 4 0 100 C1 501203 50120 50110 0 6 0 4 100 100 C1 501301 50130 50120 0 1 0 3.5 0 360 C1 501302 50130 50120 0 1 0 3.5 0 360 C1 501303 50130 50120 0 6 0 4 100 100 C1 501401 50140 50130 0 1 0 3.5 0 480 C1 501402 50140 50130 0 1 0 3.5 0 480 C1 501403 50140 50130 0 6 0 4 100 100 C1 501501 50150 50140 0 1 0 3 0 100 � 501502 50150 50140 0 1 0 3 0 100 �.j`1 501503 50150 50140 0 6 0 4 100 100 gl 501601 50160 50150 0 1 0 4 0 530 f�l 501602 50160 50150 0 6 0 4 100 100 �3 501701 50170 50160 D 1 0 3 0 100 � 501702 50170 50160 0 6 0 4 100 100 � 50175 50175 50170 0 6 0 6 6 770 501801 50180 50175 0 1 0 1.5 0 100 O1 501802 50180 50175 0 6 0 4 100 100 ��----------------------------------------------------------'----------- 7 � CHANNEL F �---'------------------------ - --------------------------- - ----------- - -----' �1 60010 60010 10360 0 8 0 0 0 300 �q1 600201 60020 60010 0 2 0 4 6 100 �pl 600202 60020 60010 0 6 0 4 100 100 � 60030 60030 60020 0 8 0 0 0 940 600351 60035 60030 0 1 0 4 0 100 .�1 600352 60035 60030 0 6 0 4 100 100 G''L 60040 60040 60035 0 8 0 0 0 110 �1 600501 60050 60040 0 1 0 3.5 0 100 .sR'i 600502 60050 60040 0 1 0 3.5 0 100 <Q1 600503 60050 60040 0 6 0 4 100 100 �l. 60060 60060 60050 0 8 0 0 0 820 �1 600701 60070 60060 0 1 0 3.5 0 100 O1 600702 60070 60060 0 6 0 4 100 100 �TL1 60080 60060 60070 0 8 0 0 0 580 �1 60082 60082 60080 0 6 0 6 4 350 600841 60084 60082 0 4 3.3 1.58 2.5 100 1 600842 60084 60082 0 4 3.3 1.58 2.5 100 �i 600843 60084 60082 0 6 0 4 100 100 (pp�1 60090 60090 60080 0 8 0 0 0 330 01 600921 60092 60090 0 1 0 4.5 0 100 � 600922 60092 60090 0 6 0 4 100 100 60100 60100 60092 0 8 0 0 0 420 �1 60105 60105 90070 0 1 0 3 0 670 � 60110 60110 60100 0 6 0 6 8 400 C1 60115 60115 60110 0 1 0 1.5 0 100 C1 601301 60130 60120 0 1 0 4 0 999 C1 601302 60130 30090 0 6 0 4 50 2300 "------------- - ------ - ------- - ----------------------------- ---------------- * CHANNEL G '-------- - ------------------------ -------------------------------------- - --- C1 70010 70010 10195 0 8 0 0 0 1130 C1 70020 70020 70010 0 8 0 0 0 660 C1 70030 70030 70020 0 8 0 0 0 630 C1 70012 70012 70010 0 8 0 0 0 650 C1 700141 70014 70012 0 1 0 2 0 270 C1 700142 70014 70012 0 6 0 4 100 100 '----------------- - ------- - -------- - ------ --------------------- - ----------- * CHANNEL H *------------------------------------------ - - - -------------------------------- C1 80010 B0010 10270 0 6 0 0 0 350 July 09, 2013 16.5 16.6 17.5 17.5 22.9 18.9 19.1 19.1 24.5 20.2 20.2 29.0 21.0 21.0 30.0 25.2 25.2 31.8 28.5 33.5 31.3 35.0 40.0 42.4 44.3 32.3 32.89 39.8 39.32 39.46 47.5 41.84 41.43 41.43 49.2 45.97 45.92 52.0 47.0 53.5 53.7 53.7 56.5 47.7 49.08 54.0 49.5 50.0 52.75 54.0 68.0 72.0 12.5 13.9 15.3 14.0 16.1 20.0 17 16.37 16.5 16.5 16.5 22.8 17.5 18.9 18.9 24.4 19.1 19.1 28.9 20.2 20.2 29.9 24.4 24.4 31.7 25.2 33.4 30.5 34.9 31.3 42.0 44.2 26.5 32.59 39.7 32.89 39.32 47.4 39.46 41.84 41,84 49.1 41.43 45.97 51.9 45.92 50.0 53.5 53.5 56.4 47.0 49.28 53.9 49.08 49.2 49.5 52.75 61.0 63.5 0 0.0130 0.0178 0.0178 0.020 0 0.0273 0.0273 0.020 0.0264 0.0264 0.020 0.0258 0.0258 0.020 0.0221 0.0221 0.020 0.0260 0.020 0.0205 0.020 0.050 0.0132 0.020 0 0.0273 D.020 0 0.0238 0.020 0 0.0227 0.0227 0.020 0 0.0220 0.020 0 0.050 0.0166 0.0166 0.020 0 0.0266 0.020 0 0.0149 0.080 0.0160 0.0149 0.020 50090 0 0 0 100 50110 0 0 100 0 0 100 0 0 100 0 0 100 0 100 0 100 2 0 100 60010 0 100 60030 0 100 60040 0 0 100 60060 0 100 60080 2 0 0 100 60090 0 100 60100 0 2 0 0 100 0.00010 0 0 0 100 0.00400 0 0 100 0 0 100 0 0 100 0 0 100 0 100 0 100 2 0 100 0.01933 0 100 0.00684 0 100 0.02160 0 0 100 0.00554 0 100 0.00166 2 0 0 100 0.00212 0 100 0.00338 0 2 0 0 100 8.3 0 70010 0.00442 12.5 0 70020 0.00212 13.9 0 70030 0.00222 12.5 0 70012 0.00231 14.0 0.0157 0 0 19.9 0.020 100 100 16.6 0 80010 0.00057 *HARBOR PLACE WETLAND OUTFALL *MCMULLEN BOOTH RD (eq. pipe) *MCNNLLEN BOOTH RD (eq. pipe) *ROAD OVERTOP 'SUNSET PT RD STORM SEWER *SUNSET PT RD STORM SEWER •ROAD OVERTOP *SUNSET PT RD STORM SEWER •SUNSET PT RD STORM SEWER •ROAD OVERTOP *SUNSET PT RD STORM SEWER *SUNSET PT RD STORM SEWER *ROAD OVERTOP *SUNSET PT RD (eq, pipe) *SUNSET PT RD (eq. pipe) *ROAD OVERTOP *SUNSET PT RD STORM SEWER *ROAD OVERTOP *ABBEY LAKE RD (eq. pipe) *ROAD OVERTOP (eq, pipe) (eq. pipe) (eq. pipe) (eq, pipe) (eq. pipe) (eq, pipe) (eq. pipe) •ABBEY LAKE OUTFALL DITCH *ABBEY LAKE OUTFALL (eq. pipe) *OVERBANK FLOW *OLD COACHMAN RD (eq. pipe) *ROAD OVERTOP *PRIVATE RD (eq. pipe) *ROAD OVERTOP *WETHERINGTON RD (eq. pipe) *WETHERINGTON RD (eq. pipe) *ROAD OVERTOP *CAMPBELL RD (eq. pipe) �ROAD OVERTOP *COACHMAN LAKES OUTFALL DITCH *MCCAULEY RD (eq. pipe) *MCCAULEY RD (eq. pipe) *ROAD OVERTOP *BEVILLE RD (eq, pipe) tROAD OVERTOP *CP.MERON LAKE APT COMPLEX POND OUTFALL (eq. pipe) *SUNSET PT RD POND OUTFALL DITCH *SUNSET PT RD SOUTH POND OUTFALL *SUNSET PT RD STORM SEWER (eq. pipe) *ROADWAY CHANNEL TO CHANNEL C *DREW ST *RETENTION POND OUTFALL (eg. pipe) *OVERBANK FLOW ii � 30 � � � � � � � � � � � � � acpo1012.dat SWNIM INPUT FILE C1 800121 80012 80010 0 4 6.7 2.58 4.17 100 17.85 17.2 0.0307 0 0 C1 800122 80012 80010 0 4 8.7 2.58 4.17 100 17.65 17.2 0.0307 0 0 C1 800123 80012 80010 0 6 0 4 100 100 23.5 23.4 0.020 100 100 C1 800201 80020 80010 0 4 12.9 3.17 5.00 100 18.66 17.2 0.0246 0 0 C1 800202 80020 80010 0 4 12.9 3.17 5.00 100 18.66 17.2 0.0248 0 0 C1 800203 80020 80010 0 4 12.9 3.17 5.00 100 18.66 17.2 0.0248 0 0 C1 800204 80020 80010 0 6 0 4 100 100 23.0 22.9 0.020 100 100 C1 80030 80030 80020 0 8 0 0 0 300 17.5 17.4 0 80030 0.00033 C1 800401 80040 80030 0 1 0 4.5 0 100 17.9 17.5 0.0308 0 0 C1 800402 80040 80030 0 1 0 4.5 0 100 17.9 17.5 0.0308 0 0 C1 800403 80040 80030 0 6 0 4 100 100 23.5 23.4 0.020 100 100 C1 800404 80040 80012 0 8 0 0 0 400 21.0 17.85 0 600404 0.00788 C1 80060 80060 80050 0 8 0 0 0 560 18.5 18.5 0 80060 0.00010 C1 800701 80070 80060 0 8 0 0 0 320 18.5 16.5 0 800701 0.00010 C1 800702 80070 80075 0 6 0 10 12 100 18.5 18.4 0.015 2 2 C1 80080 80080 80070 0 8 0 0 0 800 23.83 18.5 0 80080 0.00666 C� 800901 80090 80080 0 4 8.7 2.58 4.17 100 24.3 23.83 0.0245 0 0 �`1 800902 80090 80080 0 4 8.7 2.58 4.17 100 24.3 23.83 0.0245 0 0 800903 80090 80080 0 6 0 4 100 100 28.5 28.4 0.020 80 60 � 80105 80105 80100 0 8 0 0 0 300 27.0 25.0 0 80105 0.00547 801081 80108 80105 0 1 0 1.25 0 120 31.4 28.5 0.0161 0 0 � 801082 80108 80105 0 6 0 4 100 100 35.0 34.9 0.020 100 100 � 80110 80110 80105 0 8 0 0 0 670 35.07 27.0 0 80110 0.01040 801201 80120 80110 0 1 0 4.5 0 100 35.1 35.07 0.0278 0 0 Q1 801202 80120 80110 0 1 0 4.5 0 100 35.1 35.07 0.0278 0 0 7i 801203 80120 80110 0 6 0 4 100 100 48.7 48.6 0.020 100 100 W1 801301 80130 80120 0 1 0 4 0 680 47.49 39.5 0.0157 0 0 801302 80130 80120 0 6 0 4 5 680 52.6 47.5 0.050 50 50 � 801401 80140 80130 0 1 0 4 0 670 51.16 47.49 0.0157 0 0 �q1 801402 80140 80130 0 6 0 4 5 670 59.4 53.1 0.050 50 50 �pl 801501 80150 80140 0 1 0 1.5 0 350 56.0 53.52 0.0145 0 0 � 801502 80150 80140 0 6 0 4 100 100 61.0 60.9 0.020 100 100 80160 80160 80150 0---- 1 --- 0 _ 1--- 0 _- 190 _-57.8 56.0 0.0146 0 0 � --------- �p CF3ANNEL J 7 90010 90010 10245 0 6 0 10 8 700 16.8 16.1 0.060 4 4 � 900201 90020 90010 0 1 0 2.5 0 100 16.9 16.8 0.0144 0 0 900202 90020 90010 0 6 0 2 100 100 25.0 24.9 0.020 100 100 �1 900203 90020 10204 0 6 0 6 10 300 23.4 23.3 0.030 20 10 7 MOCCASIN T.AKR � 90040 90040 90020 0 6 0 10 6 650 24.0 16.9 0.070 1 1 �1 900501 90050 90040 0 1 0 3 0 160 36.0 24.0 0.0248 0 0 7Q*�� 900502 90050 90040 0 1 0 3 0 160 36.0 24.0 0.0248 0 0 G1 900503 90050 90040 0 6 0 4 20 160 40.0 28.0 0.050 10 10 �i 90060 90060 90050 0 6 0 6 6 580 49.0 36.0 0.070 1 1 �1 900651 90065 90060 0 1 0 3 0 950 49.4 49.0 0.0144 0 0 1 900652 90065 90060 0 1 0 3 0 950 49.4 49.0 0.0144 0 0 � 900653 90065 90060 0 _- 6 - 0 4 -- 50 _ 100 54.0 53.9 0.020 10 10 O DUMMY CONDUITS (TO PROVIDE CONNECTIONS AT NNCTION INVERT ELEVATIONS) �- - --------------------- - ------------------ - --------------------------------' - C1 10010 10010 10000 0 2 0 12 0.05 100 1.9 2.0 0.100 0 0 C1 10025 10025 10024 0 2 0 4 0.05 100 10.5 9.5 0.100 0 0 C1 100622 10062 10060 0 2 0 7 0.05 100 32.5 20.0 0.100 0 0 Cl 10206 10206 10204 0 2 0 7 0.05 100 15.0 13.8 0.100 0 0 C1 10234 10234 10233 0 2 0 6 0.05 100 22.5 21.5 0.100 0 0 C1 202152 20215 20210 0 2 0 4 0.05 100 73.0 70.3 0.100 0 0 C1 20255 20255 20250 0 2 0 3 0.05 100 85.5 83.5 0.100 0 0 C1 50087 50087 50085 0 2 0 4 0.05 100 18.7 15.5 0.100 0 0 C1 50095 50095 50090 0 2 0 4 0.05 100 18.7 16.5 O.lOU 0 D C1 50105 50105 50100 0 2 D 3 0.05 100 20.0 17.5 0.100 0 0 C1 700143 70014 70012 0 2 0 5 0.05 100 15.5 14.0 0.100 0 0 * C2, C3, AND C4 CARDS ARE FOR IRREGULAR CHANNEL DATA * C2=XNL XNR XNCH * C3=SECNO NUMST STCHL STCHR XLOBL XLOBR LEN PXSECR PSXECE July 09, 2013 � � � � � � i z / 3 0 *OLD COACHMAN RD (eq. pipe) *OLD COACHMAN RD (eq. pipe) *ROAD OVERTOP *CARPENTER FIELD PARKING ENTRANCE (eq. pipe) �"CARPENTER FIELD PARKING ENTRANCE (eq. pipe) *CARPENTER FIELD PARKING ENTRANCE (eq. pipe) *ROAD OVERTOP *OLD COACHMAN RD (eq. pipe) *OLD COACHMAN RD (eq. pipe) *ROAD OVERTOP *OLD COACHMAN RD ROADSIDE DITCH *DIVERSION TO CHANNEL H TREATMENT POND *SHARKEY RD (eq. pipe) *SHARKEY RD (eq. pipe) *ROAD OVERTOP •DETENTION POND (eq. pipe) *OVERBANK FLOW *DREW ST (eq. pipe) *DREW ST (eq. pipe) *ROAD OVERTOP *STORM SEWER (eq. pipe) *OVERFLOW CHANNEL *STORM SEWER (eq. pipe) *OVERFLOW CHANNEL *STORM SEWER (eq. pipe) *ROAD OVERTOP *NASH ST POND OUTFALL (eq. pipe) *DITCH ON SOUTH SIDE OF RAILROAD *BORROW PIT OUTFALL @ RAILROAD (eq. pipe) *RR OVERTOP *OVERBANK ALONG RAILROAD NORTH SIDE UNDER U.S HWY 19 TO •STORM SEWER (eq. pipe) *STORM SEWER (eq. pipe) *OVERFLOW CHANNEL *WALMART POND OUTFALL (eq. pipe) *WALMART POND OUTFALL (eq. pipe) *POND OVERBANK � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE * C4=EL(1) STA(1) EL(2) STA(2) EL(3) STA(3) EL(4) STA(4) EL(5) STA(5) * CHANNEL A '------'------------ ------- ------ ----'------'---------- C2 0.10 0.10 0.06 *CROSS-SECTION #36 C3 10020 10 129 175 0 0 800 0 0 C4 15.0 -300 10.6 -140 7.2 0 6.5 51 5.3 97 C4 6.7 129 2.2 138 3.8 162 10.5 175 14.0 425 C2 0.10 0.10 0.06 *CROSS-SECTION #35 C3 10030 10 57 104 0 0 900 0 0 C4 17.0 -50 11.7 0 6.2 57 4.8 60 2.5 65 C4 2.5 95 4.5 101 8.2 104 11.9 129 14.0 180 � 0.10 0.10 0.06 *CROSS-SECTION #34 �j`3 10050 8 60 96 0 0 450 0 0 g4 17.3 0 15 15 6.8 60 3.4 65 4.1 89 � 8 96 13.9 140 21.5 195 � 0.10 0.10 0.06 *CROSS-SECTION #34 � 10060 8 60 96 0 0 500 0 0 17.3 0 15 15 6.8 60 3.4 65 4.1 89 D4 8 96 13.9 140 21.5 195 �. � 0.10 0.10 0.06 *CROSS-SECTION #33 (MODIF.) a8 10070 16 146 196 0 0 800 0 0 � 24.1 -7 20.1 51 21.1 87 18.2 118 13.5 146 6.5 160 4.4 161 2.7 168 3.8 175 5.7 177 � 6.3 192 7.2 196 9.8 221 10.8 246 17.9 261 �4 22.5 306 7 .�2 0.10 0.10 0.06 *CROSS-SECTION #33 (MODIF.) � 10080 16 146 196 0 0 620 0 0 �4 24.1 -7 20.1 51 21.1 87 18.2 118 13.5 146 �4 6.5 160 4.4 161 2.7 168 3.8 175 5.7 177 6.3 192 7.2 196 9.6 221 10.8 246 17.9 261 22.5 306 02 0.10 0.10 0.03 *CROSS-SECTION #32 � 10100 12 92 155 0 0 480 0 0 �1 19.5 -76 17.7 0 17.1 52 15.4 92 5.4 114 5.8 133 15.8 155 15.9 158 16.1 180 16.2 228 � 18.7 278 21.5 306 �. (p7p�2 0.10 0.10 0.03 *COUDITY MP CROSS-SECTION 3722 (MODIF.) 03 10120 17 982 1032 0 0 700 0 0 �p4 18.0 770 16.8 940 15.6 982 14.7 987 11.9 989 �� 9.6 993 7.4 999 6.9 999.5 6.9 1011.5 7.4 1012 �4 9.6 1017 11.9 1021 14.7 1024 16.9 1032 17.0 1055 �j4 17.5 1180 20.0 1670 C2 0.10 0.10 0.04 *CROSS-SECTION #29 (MODIFIED I.E. PER 2002 SURVEY) C3 10140 10 54 143 0 0 540 0 0 C4 19.41 0 19 54 8.5 87 8.5 102 18.2 143 C4 17.6 193 18.3 248 19 303 19.4 345 21.0 400 C2 0.10 0.10 0.05 *CLIFF STEPHENS PARK WEIR C3 10150 5 -220 50 0 0 200 0 0 C4 23.0 -220 21.0 -200 19.0 -50 13.9 0 22.0 50 C2 0.10 0.10 0.03 *CROSS-SECTION #28 C3 10160 10 42 191 0 0 850 0 0 C4 24.0 -60 22.35 -35 20.9 0 9.8 42 4.5 99 C4 3.0 131 9.4 191 12.1 198 11.9 206 27 245 C2 0.10 0.10 0.03 July 09, 2013 13 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM ZNPUT FILE C3 10170 9 -22 42 0 0 1110 0 0 'PARK PLANS XSECT C4 24 -52 19.5 -52 9.5 -22 6.5 -4 3.0 0 C4 3.0 20 6.5 24 9.5 42 25 88 C2 0.10 0.10 0.03 'CROSS-SECTION #26 C3 10190 12 107 145 0 0 650 0 0 C4 23 -65 17 -50 16.5 0 16.8 49 15.9 84 C4 10.2 107 - 7.7 127 10.3 145 17.4 181 17.9 240 C4 18.6 295 23 295 C2 0.10 0.10 0.07 *COUNTY MP CROSS-SECTION 7321 (MODIF.) C3 10200 16 252 300 0 0 860 0 0 C4 24.5 0 21.5 100 19.4 210 16.6 252 12.9 263 C4 10.5 268.5 10.3 269 9.3 270 9.3 283 10.3 284 C4 10.5 284.5 12.9 290 16.6 300 20.5 308 21.0 800 C4 24.5 800 �'2 0.10 0.10 0.07 *COUNTY MP CROSS-SECTION 7321 (MODIF.) g3 10210 16 252 300 0 0 580 0 0 �4 24.5 0 21.5 100 19.4 210 16.6 252 12.9 263 �9 10.5 268.5 10.3 269 9.5 270 9.5 283 10.3 284 �1 10.5 289.5 12.9 290 16.6 300 20.5 308 21.0 800 � 24.5 800 D2 0.10 0.10 0.07 *CROSS-SECTION #41 (MODIF.) 10220 9 57 104 0 0 760 0 0 c04 35.3 0 19.6 37 17.9 57 10.9 72 10.9 81 � 21.1 104 21.24 152 21.5 600 26 600 O�pl 0.10 0.10 0.07 *CROSS-SECTION #16 �p3 10240 11 24 60 0 0 800 0 0 � 33.8 -16 25.9 0 18.8 24 16.4 31 15.8 54 19.5 60 20 91 21.4 183 22.4 283 24.2 320 .�1 26 320 � �2 0.10 0.10 0.07 � 10245 8 88 96 0 0 100 0 0 *WASTE TRANSFER STA. OUTFALL DITCH 27.0 0 18.0 8 17.8 88 16.1 91 16.1 93 17.8 96 18.0 104 27.0 112 C2 0.10 0.10 0.07 *KING SURVEY CROSS-SECTION #1 � 10250 13 47 70 0 0 830 0 0 �4 28 -40 22 -30 20.7 0 20.2 47 16.4 54 15.6 60 16.9 68 19.9 70 18.1 75 23.1 83 � 24.2 133 24.5 550 26 550 i. (�p� *KING SURVEY CROSS-SECTION #2 p�- 0.10 0.10 0.07 03 10270 15 38 65 0 0 480 0 0 �4 29 -420 26 -420 24 -410 20 -400 20.5 -200 •�4 21.6 0 20.2 38 18 45 16.6 53 18.7 59 �S4 22.5 65 22.7 114 23.3 400 27 800 29 800 N C2 0.10 0.10 0.06 C3 10290 14 0 50 0 0 660 0 0 *KING SURVEY CROSS-SECTION #3 C4 29 -600 26 -600 26 -400 23 -200 22.5 0 C4 18.5 15 18.0 18 18.4 23 20 26 20 39 C4 23.8 50 22.9 103 27 120 29 120 C2 0.10 0.10 0.06 C3 10300 15 52 85 0 0 630 0 0 *KING SURVEY CROSS-SECTION #4 C4 30 -450 27 -450 25 -350 24 -150 23.5 0 C4 23.4 52 21.7 63 18.6 69 18.3 74 18.6 79 C4 23.3 BS 24 133 25 350 27 440 30 500 C2 0.10 0.10 0.06 C3 10310 12 60 81 0 0 690 0 0 'KING SURVEY CROSS-SECTION #5 C4 32 -600 27.5 -600 25.9 0 24.4 60 20.5 64 C4 19.4 70 19.9 73 23.9 81 25.8 100 26.5 115 Suly 09, 2013 14 / 30 � � � � i � � � � � � � � S � � � � � dcpo1012.ddt SWNQA INpUT FILE C4 26 315 32 365 C2 0.10 0.10 0.07 C3 10330 12 24 54 0 0 710 0 0 *KING SURVEY CROSS-SECTION #6 C4 34 -350 28 -250 27.7 0 27.3 24 20.6 32 C4 20.6 40 20.9 47 26.5 54 26.7 59 29 159 C4 30 359 34 459 C2 0.10 0.10 0.07 C3 10350 10 45 88 0 0 440 0 0 *KING SURVEY CROSS-SECTION #7 C4 39 -300 31.2 0 30.5 45 23.1 55 22.1 62 C4 23 65 26.1 69 27 73 36.8 88 38.1 95 C2 0-10 0.10 0.07 *KING SURVEY CROSS-SECTION #8 C3 10360 16 66 100 0 0 380 0 0 C4 40 -380 36 -250 32.8 0 32.2 66 28.3 70 �f 27.6 74 27.2 74.5 26.5 75 26 75.5 26 91.5 �`4 26.5 92 27.2 92.5 27.6 93 28.3 96 32.1 100 g4 34.7 112 36 125 40 275 yyyn��_ � 0.10 0.10 0.06 10370 13 45 85 0 0 570 0 0 *KING SURVEY CROSS-SECTION #9 � 44 -350 40 -250 36.4 45 30.5 57 28.9 60 26.4 74 27.7 78 29.7 79 35 85 36 110 04 39.75 121 41.7 135 43.44 160 �. � ______________________________________________---__________________________ �O CHANNEL A IMPROVEMENTS DESIGN (CONSTRUCTED 2002) -�p ____________________________________________________________________________ O CHANNEL A IMPROVEMENTS; SALVATION ARMY GABION CHANNEL LINING �2 0.10 0.10 0.035 *2-GABION W/GABION MAT X-SECTION (94+54.80) � 10380 18 62.5 97.5 0 0 610 0 0 44.5 -200 40.2 0 39.93 14 40.6 62.5 36.30 70.5 .�1 36.2 73.5 33.3 73.6 33.2 74.5 31.8 74.6 31.8 86.6 (.'y 33.3 86.7 33.4 87.5 36.3 87.6 36.4 90.5 40.0 97.5 �4 40.2 113 41.6 165 42.5 365 � � 0.10 0.10 0.035 *2-GABION W/GABION MAT X-SECTION (99+02.49) 10390 17 46.0 89.5 0 0 315 0 0 �4 44.5 -200 42.2 0 41.9 46.0 38.3 63.5 38.2 66.5 04 35.2 66.6 35.1 67.5 33.7 67.6 33.7 79.6 35.2 79.7 L�k 35.3 80.5 38.2 80.6 38.3 83.5 41.2 89.5 41.0 105 �4 41.7 155 42.7 355 � ------- ---- ----------------------------------------------- �. _____________----_---_------------------ ------------------ �� 0.10 0.10 0.05 *CROSS-SECTION #6 10420 10 5 40 0 0 370 0 0 � 50 -340 45.7 5 36.7 23 36.5 29 44.1 40 44.13 63 43.49 82 43.5 121 45.82 142 50 592 6 �2 0.10 0.10 0.05 *COUNTY MP CROSS-SECTION 17925 C3 10430 11 985 1015 0 0 1130 0 0 C4 51 900 48 976 47.7 985 40.2 999 40.6 1000 C4 40.8 1004 49 1015 47.5 1045 49 1250 47 1440 C4 50 1670 C2 0.10 0.10 0.05 *CROSS-SECTION #46 C3 10450 10 82 121 0 0 640 0 0 C4 52 -350 51 -300 49.57 0 48.7 82 42 97 C4 42 106 50.55 121 50.8 147 51.28 155 52 400 + C2 0.10 0.10 0.05 *CROSS-SECTION #46 C3 10470 10 82 121 0 0 410 0 0 C4 52 -350 51 -300 49.57 0 48.7 82 42 97 C4 42 106 50.55 121 50.8 147 51.28 155 52 400 C2 0.10 0.10 0.05 *CROSS-SECTION #4 July 09, 2013 i5 � 30 � � � � � � � � � � � � � acpo1012.dat SWNIM INPUT FILE � � � � � � C3 10490 11 234 283 0 0 340 0 0 C4 53.5 -350 53 0 50.06 211 49.3 234 42.9 251 C4 43.1 262 52.45 283 52.67 447 53.16 495 54.0 700 C4 55.0 730 ••�....xx•••+�..+•.•..�.++•:•+..x...:•.+.x+<++......+.�:r<+:.+...:+.+++:x+.:.......>•+..•+x.+e.+.•...+:+xe++..xx+:+>.<x:::.r:.>.+++++..+••x.++..+.+x+.+x.+� * IMPROVME[VTS FOR 1925 Calumet Street +++++.+�•xx....•..+•r+.:+s...x.....x�.+�+>...++x.+��..x•.:x�+:..+.+..+�....:•x.+:.......+�+.+.+:<+.+�.:+....><.a+...x..+.+.<++..+.:x•:x<.e+rrx.•.e.:...x.x * 129LF OF CHANNEL REMAINS C2 0.10 0.10 0.05 *CROSS-SECTION #4 C3 10499 11 234 283 0 0 129 0 0 C4 53.5 -350 53 0 50.06 211 49.3 234 42.9 251 C4 43.1 262 52.45 283 52.87 447 53.16 495 54.0 700 C9 55.0 730 * CHANNEL REPLACED BY BOX CULVERTS 105001 & 105002 *C2 0.10 0.10 0.05 *CROSS-SECTION #4 �3 10500 11 234 283 0 0 330 0 0 �C4 53.5 -350 53 0 50.06 211 49.3 234 42.9 251 � 4 43.1 262 52.45 283 52.87 447 53.16 495 54.0 700 v'+C4 55.0 730 �.....x..++++:x.••�..:r«+:+x.+.•..++r..x...x.:.++.+•:.+�++..+...++�+.x.+.+e�<•..x:.:+.++:..s+.+..e<+..x.x...�e...�...�.+++.:...::.:r++:+.+..:r.++.x...:�+<+: � � 0.10 0.10 0.05 10510 9 41 70 0 0 450 0 0 *CROSS-SECTION #3 D4 53.5 -100 52.38 0 51.6 41 43.0 50 43.0 62 �4 51.3 70 51.7 163 51.45 201 52.8 362 t0 � 0.10 0.10 0.05 10525 9 41 70 0 0 170 0 0 *CROSS-SECTION #3 0�q4 53.5 -100 52.38 0 51.6 41 43.0 50 43.0 62 �p4 51.3 70 51.7 163 51.45 201 52.8 362 �P °�2 0.10 0.10 0.05 *CROSS-SECTION #2 .� 10560 7 348 381 0 0 620 0 0 Cy 54.9 0 52 348 46.5 361 46.5 367 51.4 381 �4 51.7 399 53 700 � c�2 0.10 0.10 0.04 *CROSS-SECTION #1 �3 10570 7 310 331 0 0 700 0 0 �4 54.05 0 52.35 205 50.2 310 46.7 314 46.7 323 44 50.3 331 54 630 � �2 0.10 0.10 0.04 *COUNTY MP CROSS-SECTION 23857 10590 13 990 1009 0 0 200 0 0 � 57.3 600 53.2 970 52.8 990 49.9 998 49.3 998.5 �4 48.7 999 48.7 1001 48.8 1001.5 49.9 1008 52.8 1009 � 53.7 1016 53.3 1090 57.3 1120 -------'---------- - '-------------------- - - ---------------------'--- �CHANNEL B --------- ---------- ------------ ----------------------------------- a2 0.10 0.10 0.03 *CROSS-SECTION #25 �j3 20007 12 58 106 0 0 240 0 0 C4 23.0 -60 18.5 -50 17.5 0 17.2 58 10.7 63 C4 11.5 72 12.7 93 16.1 106 15.7 148 16.2 351 C4 18.6 500 23.0 510 C2 0.10 0.10 0.05 •COUNTY MP CROSS-SECTION 340 C3 20030 13 986 1013 0 0 930 0 0 C4 25 750 23 810 22 850 21 890 20.3 961 C4 19.6 986 14.3 999 14.3 1000 13.9 1008 17.7 1013 C4 15.1 1028 22.8 1059 25 1060 C2 0.10 0.10 0.06 *COUNTY MP CROSS-SECTION 2640 (MODIFIED) C3 20045 8 990 1010 0 0 1000 0 0 C4 32.5 600 26.5 990 24.0 996 24.0 1000 24.0 1004 C4 26.5 1010 28.0 1200 34.0 1300 July 09, 2013 16 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE * CHANNEL B IMPROVEMENTS DESIGN (CONSTRUCTED 2001) ` --------------------------------------- * CHANNEL B IMPROVEMENTS C2 0.10 0.10 0.04 *DESIGN XS/GFY SURVEY C3 20060 9 200 244 0 0 680 0 0 C4 42.5 0 41.5 200 35.0 213 30.0 215 30.0 230 C4 35.0 232 39.0 244 41.0 254 42.5 454 a C2 0.10 0.10 0.04 *DESIGN XS/GFY SURVEY C3 20065 9 200 244 0 0 480 0 0 C4 42.5 0 41.5 200 35.0 213 30.0 215 30.0 230 C4 35.0 232 39.0 244 41.0 254 42.5 454 C2 0.10 0.10 0.04 *DESIGN XS/GFY SURVEY C3 20070 9 200 244 0 0 225 0 0 C4 42.5 0 41.5 200 35.0 213 30.0 215 30.0 230 C�f 35.0 232 39.0 244 41.0 254 42.5 454 � p____________________________________________________________________________ � 0.10 0.10 0.05 •KING SURVEY CROSS-SECTION #11 20090 10 3 34 0 0 458 0 0 �1 54 -40 49.6 0 49.3 3 41.2 15 40.8 18 � 40.8 20 41.2 22 47.7 34 49 38 52 108 D2 0.10 0.10 0.05 •KING SURVEY CROSS-SECTION #12 20110 9 0 27 0 0 1160 0 0 �04 54 -200 53.5 0 48.8 9 47.5 11 47.2 14 �! 47.5 17 53.5 27 53.7 29 57 429 � 8yp2 0.10 0.10 0.05 *KING SURVEY CROSS-SECTION #13 �p3 20120 10 730 818 0 0 830 0 0 � 57 530 53.6 780 51 797 49.6 801 48.9 806 48.8 808 49.5 610 54.3 818 54.5 820 55.3 1220 g � 0.10 0.10 0.05 *KING SURVEY CROSS-SECTION #14 j3 20130 10 25 50 0 0 470 0 0 � 58 -300 53.5 0 53.3 25 49.9 30 48.3 37 49.9 45 52.3 50 52.5 57 52.1 70 57 670 �2 0.10 0.10 0.05 •KING SURVEY CROSS-SECTION #15 C3 20140 9 34 65 0 0 560 0 0 LT�1 57 -100 56 23 55.6 34 50.6 42 49.7 48 �} 49.9 57 51.8 61 55 65 56 265 �W G2 0.10 0.10 0.05 *COUNTY MP CROSS-SECTION 8470 �3 20160 12 985 1015 0 0 470 0 0 �4 59.9 660 58.9 675 57.9 910 58.4 965 52.8 995 `�'� 52.5 1000 52.6 1005 56.8 1015 56.8 1050 57.9 1220 � 58.9 1250 59.9 1500 �2 0.10 0.10 0.07 *COUNTY MP CROSS-SECTION 8972 �3 20180 14 990 1010 0 0 680 0 0 C4 62 620 57 680 56 690 55 790 54.9 990 C4 53.8 997 53.3 1000 53.8 1003 54.9 1010 55 1130 C4 56 1230 57 1300 58 1330 62 1400 C2 0.10 0.10 0.07 *COUNTY MP CROSS-SECTION 10286 C3 20190 14 246 264 0 0 770 0 0 C4 69.8 0 67.8 25 63.6 145 60.8 205 59.5 246 C4 58.8 249 58.5 250 58.7 254 58-.7 262 60.2 264 C4 62.1 279 63.8 287 64.8 345 69.8 525 < C2 0.10 0.10 0.07 *CROSS-SECTION #14 C3 20200 8 291 341 0 0 650 0 0 C4 72.5 227 67 263 66.3 291 62.1 309 62.1 316 C4 68.26 341 71.11 416 72.93 530 � C2 0.10 0.10 0.07 •CROSS-SECTION #45 July 09, 2013 i � � 3 0 � � � � � � � � � i � � � acpo1012.dat SWMM INPUT FILE C3 20220 11 197 224 0 0 740 0 0 C4 86.21 0 85.24 123 82.7 137 82.3 144 82.3 167 C4 84.9 174 83.8 197 79.2 206 78 216 83.2 224 C4 83.4 385 C2 0.10 0.10 0.07 *CROSS-SECTION #12 C3 20240 7 182 200 0 0 540 0 0 C4 87 120 55.1 149 85.3 182 81.9 188 82.2 194 C4 85.5 200 86.59 267 C2 0.10 0.10 0.08 *APPROXIMATE CROSS-SECTION C3 20262 6 94 124 0 0 465 0 0 C4 89 0 86 94 81.8 104 81.8 114 86 124 C4 89 300 * CHANNEL C "Q------------------------------ - - ---- - - ----------'----------- �j'2 0.10 0.10 0.06 *KING SURVEY CRO55-SECTION #17 g3 30010 10 64 82 0 0 920 0 0 �4 50 -400 43.5 0 43.3 14 40.4 64 34.6 70 �9 34.4 73 34.8 76 39.9 82 40.9 133 45 165 � 0.10 0.10 0.06 *CROSS-SECTION #8 30030 14 240 289 0 0 500 0 0 � 49.3 0 48.2 150 46.6 197 45.83 208 46.18 218 45.85 227 46.2 240 38.8 259 38.4 264 45.4 289 �04 45.76 309 45.31 320 46.8 354 48.5 525 � 0.10 0.10 0.03 rq3" 300403 8 -15 30 0 0 360 0 0 *SWALE OVER STORM SEWER �pv 62 -65 59.5 -65 58.8 -15 56.3 0 56.3 15 �4 58.8 30 59.5 80 62 80 � .�2 0.10 0.10 0.03 � 300602 8 -15 30 0 0 480 0 0 *SWALE OVER STORM SEWER �j4 62 -65 59.5 -65 58.8 -15 56.3 0 56.3 15 �4 58.8 30 59.5 80 62 60 c!! �2 0.10 0.10 0.03 �3 300702 8 -15 30 0 0 680 0 0 *SWALE OVER STORM SEWER 84 62 -65 59.5 -65 58.8 -15 56.3 0 56.3 15 LT�J 58.8 30 59.5 80 62 80 � � 0.10 0.10 0.035 *CHANNEL C PLANS 30080 6 0 18 0 0 440 0 0 �4 60.5 -50 60 0 53.6 3 53.6 15 60 18 � 62.5 100 � 0.10 0.10 0.03 301002 8 -15 30 0 0 1280 0 0 *SWALE OVER STORM SEWER �4 62 -65 59.5 -65 58.8 -15 56.3 0 56.3 15 �4 58.8 30 59.5 80 62 60 * CHANNEL D *--- ------ - --- - ------ - - --------------- - ----------- " --------------- C2 0.10 0.10 0.05 *CROSS-SECTION #5 C3 40040 6 62 85 0 0 260 0 0 C4 53.8 0 51.? 62 45.5 70 46.3 74 52.7 85 C4 52.8 150 C2 0.10 0.10 0.05 *CROSS-SECTION #5 C3 40050 6 62 85 0 0 290 0 0 C4 53.8 0 51.7 62 46.4 70 47.2 74 52.7 85 C4 52.8 150 C2 0.10 0.10 0.05 *CROSS-SECTION #5 C3 40070 6 62 85 0 0 320 0 0 C4 53.8 0 51.7 62 46.4 70 97.2 74 52.7 85 July 09, 2013 � � � � � � ia � 30 � � � � � � � � � � � � � � � � � � � acpo1012.daG SWhID7 INPUT FILE C4 52.8 150 * CHANNEL E *---- ---------'-------------------------'------------------- '----- C2 0.10 0.10 0.09 *COUNTY MP CROSS-SECTION 510 C3 50010 14 992 1008 0 0 660 0 0 C4 16.3 710 14 870 10.7 957 7.3 964 7.1 992 C4 4.7 995 3.9 997.5 4.2 1000 4.4 1005 7.1 1008 C4 9 1029 12.9 1068 13.5 1100 16 1600 C2 0.10 0.10 0.09 *COUNTY MP CROSS-SECTION 567 C3 50020 16 992 1008 0 0 150 0 0 C4 16 640 14.1 870 10.8 957 7.4 964 7.2 992 C4 4.6 995 4.4 997.5 4 1000 4.3 1002.5 4.5 1005 C4 7.2 1008 7.8 1029 9.1 1050 13 1068 13.6 1100 C4 16 1160 �`2 0.10 0.10 0.09 *COUNTY MP CROSS-SECTION 904 g3 50035 12 992 1008 0 0 470 0 0 �4 22 600 16 800 13 970 10.8 992 7.5 996 �8 7.2 997.5 6.7 1000 7 1002.5 7.1 1003 10.2 1008 �1 15 1100 18 1120 � 0.10 0.10 0.06 *COUNTY MP CROSS-SECTION 2530 D3 50060 13 989 1011 0 0 640 0 0 18 450 18 820 17.6 979 16.8 989 12.2 997 �04 12.2 1000 12.2 1003 16.2 1011 16.6 1021 17 1050 � 18 1100 19 1220 20 1260 �{q 0.10 0.10 0.06 *CROSS-SECTION #40 �p3 50070 10 245 283 0 0 350 0 0 � 21.0 -550 18.4 0 17.1 245 13.3 254 12.9 263 17.3 283 18.3 343 18.9 388 19.2 440 21.01 498 � � 0.10 0.10 0.06 *COUNTY MP CROSS-SECTION 3200 �3 50085 8 300 328 0 0 795 0 0 � 20.5 0 19 20 18.5 300 15.0 310 15.0 315 18.5 328 19 480 21.5 550 �2 0.10 0.10 0.025 *OLD HARBOR PLACE REACH 03 50088 9 0 30 0 0 250 0 0 � 23 -30 21.6 -18 21.3 0 15.8 0.1 15.8 8 �} 23.3 30 23.3 120 23.3 240 23.3 400 � � 0.10 0.10 0.025 •OLD HARBOR PLACE REACH �3 50090 9 0 26 0 0 355 0 0 �4 23 -30 21.6 -18 21.3 0 16.4 0.1 16.4 8 �� 22.5 26 22.5 120 22.5 240 24 500 �2 0.10 0.10 0.04 *MCNNLLEN BOOTH ROAD PLANS �3 50110 7 0 20 0 0 350 0 0 �j4 25.0 -400 22.5 -100 21.3 0 18.1 6 18.1 13 C4 21.1 20 22.5 30 * CAANNEL F *- - ----------------- -'---- - -'---' --------'-------------------- C2 0.10 0.10 0.05 *KING SURVEY CROSS-SECTION #18 C3 60010 8 65 90 0 0 300 0 0 C4 38.0 -50 36 0 34.3 65 26.5 73 27.4 81 C4 34.7 90 36.4 117 38.0 140 C2 0.10 0.10 0.05 *CROSS-SECTION #9 C3 60030 10 72 98 0 0 940 0 0 C4 43.0 -50 42 0 40.6 18 38.6 72 33.4 81 C4 33.0 87 37.2 98 38.3 145 39.23 182 41.14 209 C2 0.10 0.10 0.05 *CROSS-SECTION #9 C3 60040 10 72 98 0 0 110 0 0 July 09, 2013 19 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWNIM INPUT FILE C4 43.0 -50 42 0 40.6 18 38.6 72 33.4 81 C4 33.0 87 37.2 98 38.3 145 39.23 182 41.14 209 C2 0.10 0.10 0.05 *CROSS-SECTION #10 C3 60060 9 263 295 0 0 820 0 0 C4 54.8 0 54.2 97 53.7 252 52.7 263 45.3 273 C4 44.9 285 53.4 295 53.8 353 54.7 501 C2 0.10 0.10 0.06 'CROSS-SECTION #10 C3 60080 9 263 295 0 0 580 0 0 C4 54.8 0 54.2 97 53.7 252 52.7 263 45.3 273 C4 44.9 285 53.4 295 53.8 353 54.7 501 C2 0.10 0.10 0.06 *CROSS-SECTION #11 C3 60090 11 228 269 0 0 330 0 0 C4 55.8 0 54.87 58 54.05 103 54.27 117 54.08 137 C� 55.5 228 47.7 242 47.9 246 56 269 55.8 284 �`4 55.8 374 � � 0.10 0.10 0.06 *CROSS-SECTION #11 (MODIFIED) 60100 11 228 269 0 0 420 0 0 �1 56.0 0 54.87 58 54.05 103 54.27 117 54.08 137 � 55.5 228 49.5 242 49.5 246 53.0 269 54.0 284 55.8 374 *�--- - -------------------'------- ---------------------------'------------------ >�CHANNEL G �--- - ------------------ - ----------------'----------------- ------ - ----------- 0.10 0.10 0.06 *CLW 12/O1 XS @ Lot 38 � 70010 13 26 58 0 0 1130 0 0 ��q4" 21.4 0 20.3 15 19.3 26 17.4 28 14.1 31 �pv 12.2 36 10.1 37 9.3 40 10.0 44 14.7 50 �4 20.8 58 21.5 65 24.0 100 � C2 0.10 0.10 0.06 *CROSS-SECTION #20 (replaced by 12/O1 survey xs) � C3 70010 7 50 90 0 0 1130 0 0 � C4 21.6 0 21.3 50 8.4 66 8.5 74 20.3 90 j C4 21.1 194 24.0 250 � � 0.10 0.10 0.06 *CROSS-SECTION #21 (MODIFIED) �3 70020 8 180 227 0 0 660 0 0 04 22.5 180 16.7 181 13.7 196 13.3 210 18.9 227 L�1 19.6 313 21.7 500 24.0 600 �p� C2 0.10 0.10 0.06 *CROSS-SECTION #21 (replaced) L C3 70020 10 181 227 0 0 660 0 0 j•C4 19.8 0 18.59 91 17.6 125 16.7 181 13.7 196 CD C4 13.3 210 18.9 227 19.6 313 21.7 500 24.0 600 �i ,�E 0.10 0.10 0.06 *COUNTY MASTER PLAN STATION 2330 -�3 70030 8 990 1010 0 0 630 0 0 �4 22 980 21.1 990 15.4 996 15.6 1000 15.4 1004 �j4 22 1010 22.2 1030 27 1280 C2 0.10 0.10 0.06 *CROSS-SECTION #42 C3 70012 9 102 136 0 0 650 0 0 C4 18 0 17.54 22 17.01 85 17.8 95 18.6 102 C4 12.5 113 13.2 120 19.9 136 23.0 150 * CHANNEL H *--------------------------------------------'-- - ---- ------------------------- C2 0.10 0.10 0.035 'CDM R140 C3 80010 10 986 1014 0 0 350 0 0 C4 28 880 23 880 22 950 21.4 986 17.3 994 C4 16.9 1000 17.3 1006 22.4 1014 22.5 1050 28 1050 C2 0.10 0.10 0.035 *CDM R120 C3 80030 18 988 1012 0 0 300 0 0 C4 28 810 25 810 24 860 23 925 23 945 July 09, 2013 20 / 30 � � � � � � � � � � � � � acpo1012.dat C4 23.4 973 21.9 988 18.4 995 17.4 1000 C4 22.4 1012 22.1 1050 22 1100 21 1180 C4 24 1230 25 1300 28 1300 C2 0.10 0.02 0.05 C3 800404 7 80 125 0 0 400 0 C4 28 80 22.1 100 20.6 105 22.3 112 C4 23.43 135 � 30 136 C2 0.10 0.10 0.05 C3 80060 6 985 1045 0 0 560 0 C4 29 985 18.5 1019 18.5 1025 18.5 1031 C4 29 1125 SWI�IM INPUT FILE 18.1 1005 21 1190 *CDM R111 0 23.16 125 *CDM R100 0 28.5 1045 C2 0.10 0.10 0.05 *CDM R90 C3 800701 7 0 68 0 0 320 0 0 C�f 28 0 18.5 34 18.5 58 25 68 25 120 �`4 26 340 29 390 '� �?2 0.10 0.10 0.03 *CDM R80 �3 80080 5 0 52 0 0 800 0 0 �1 29 0 20 28 20 42 27 52 30 62 � � 0.10 0.10 0.08 *CDM R40 D3 80105 14 933 1060 0 0 300 0 0 �4 37 665 34 720 34 840 29.9 907 30.7 933 �04 26.7 950 25.4 993 25.2 1000 25.5 1007 27.9 1059 � 32.3 1080 33 1100 34 1150 37 1200 OL 0.10 0.10 0.08 *CDM R30 � 80110 14 977 1022 0 0 670 0 0 � 46 710 45 760 41 830 40 890 38.2 950 40.4 977 28.7 993 28.3 1000 29.8 1006 42.9 1022 � 42.8 1050 44 1070 45 1165 46 1230 � ---- - ----_--------- _______________________________________________________________________________________ � � THE 'D' DATA LINE DESCRIBES THE JUNCTION NODES IN EXTRAN � JUNC GRELEV Z QINST YO � -------------------- ------------------------------------------------------ ------- - ------------------ n------------------------------------------------------------------------ '� CHANNEL A �----------------------------- - ------ ------------- --------------------------- 99999 100 -4.0 0 6.0 *OLD TAMPA BAY SOUNDARY CONDITION 1 10000 100 -2.0 0 4.0 'OLD TAMPA BAY D/S OF ALLIGATOR LAKE WEIR �i 10010 100 -1.9 0 6.94 '�ALLIGATOR LAKE �1 10020 100 2.5 0 2.54 1 10024 100 7.5 0 0 *MCMULLEN BOOTH RD POND NO. 5 OUTFALL � 10025 100 10.5 0 0 *MCNNLLEN BOOTH RD POND NO. 5 10030 100 0.7 0 4.34 'MCM[JLLEN BOOTH ROAD D/S $1 10040 100 0.8 0 4.24 *MCMULLEN BOOTH ROAD U/S � 10050 100 3.0 0 2.04 D1 10060 100 3.4 0 1.64 D1 10062 100 32.5 0 0 *CLEARWATER MARKETPLACE POND D1 10070 100 2.7 0 2.34 D1 10080 100 5.8 0 0 *GLEN OAK AVE D/S D1 10090 100 5.9 0 0 *GLEN OAK AVE U/S D1 10100 100 6.2 0 0 *FOOT BRIDGE D/S D1 10110 100 6.3 0 0 *FOOT BRIDGE U/S D1 10112 100 7.3 0 0 *WETLAND S. OF ICAPOK MHP D1 10120 100 6.8 0 0 *3RD STREET D/5 D1 10130 100 6.9 0 0 *3RD STREET U/S (USGS STREAMFLOW GAGE) D1 10140 100 8.5 0 0 *CLIFF STEPHENS PARK WEIR D/S (MODDIFIED I.E. PER 2002 SURVEY) D1 10150 100 3.0 0.5 6.5 *CLIFF STEPHENS PARK WEIR U/S D1 10160 100 3.0 0 6.5 D1 10170 100 3.0 0.5 6.5 *FAIRWOOD AVE D/S D1 10180 100 7.0 0 2.5 *FAIRWOOD AVE U/S D1 10190 100 7.7 0.5 1.6 *CLIFF STEPHEN'S PARK W. POND July 09, 2013 � � � � � � ai / 30 � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE � � � � � � + ______________------------------___________________________-- ----- * CLIFF STEPHENS PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2002) " _______________ ----------------______________--------------------------- D1 10192 100 7.0 0 2.5 *CLIFF STEPHEN'S PARK SEDIMENT POND D1 10195 100 7.5 0 2.0 *CLIFF STEPHEN'S PARK C� W. EDGE • ________________- --- ---------______________________-- - ----------------- D1 10200 100 9.3 0.1 0.2 •USGS STREAMFLOW GAGING STATION D1 10204 100 13.5 0.3 0.1 *MOCCASIN LAKE D1 10206 100 15.0 0 0 *POND/WETLAND D1 10210 100 9.5 0.1 0 . D1 10220 100 10.9 0.1 0 *US HWY 19 D/S D1 10230 100 15.8 0 0.2 *US H47Y 19 U/S D1 10232 100 16.1 0.1 2.4 *CLEARWATER COLLECTION CENTER POND #3 D1 10233 100 18.0 0 0.5 *CLEARWATER COLLECTION CENTER POND #1 OUTFALL D1 10234 100 22.5 0 0 *CLEARWATER COLLECTION CENTER POND �kl D1 10240 100 15.9 0 0.1 �l 10245 100 16.1 0.4 0.2 *WETLAND @ WASTE TRANSFER STATION 81 10250 100 16.1 0.1 0 *TRANSFER STATION ENTRANCE RD D/S 10260 100 16.4 0 1.5 *TRANSFER STATION ENTRANCE RD U/5 � 10270 100 16.6 0.1 1.3 *OLD COACEiMAN RD D/5, CONFLUENCE W/ CHANNEL H 10280 100 16.7 0 1.2 *OLD COACHMAN RD U/S � 10290 100 18.2 0.1 0 � 10300 100 18.7 0 0 10310 100 19.4 0 0 *NE COACHMAN RD D/S D1 10320 100 19.5 0.1 0 *NE COACHh]P.N RD U/S �i 10330 100 20.6 0 0 *RAILROAD D/S <D1 10340 100 20.7 0 0 *RAILROAD U/S IIL 10350 100 23.5 0 0 *CONFLUENCE W/ CHANNEL F 1 10351 100 35.3 0 0 •BELCHER RD/RAILROAD STORM SEWER �p1 10352 100 40.2 0 0 *BELCHER RD/RANGE RD STORM SEWER pl 10353 100 48.2 0 0 •RANGE RD STORM SEWER @ KAPP DR � 10354 100 54.3 0.1 0 *HERCULES AVE STORM SEWER @ RANGE RD 10355 100 56.8 0 0 *HERCULES AVE STORM SEWER Q GRAND AVE .g1 10356 100 59.3 0 0 *HERCULES AVE STORM SEWER Q PALMETTO DR p3 10357 100 61.4 0.1 0 *HERCULES AVE STORM SEWER @ MARILYN ST �1 10358 100 67.0 0 0 'TERRACE LAICE 10359 100 67.7 0 0 *HERCULES/PALMETTO WETLAND <O1 10360 100 26.0 0 0 *USGS STREAMFLOW GAGING STATION ---------- ----- ---------- --------------------------------------- - --- $ CHANNEL A IMPROVEMENTS DESIGN (CONSTRUCTED 2002) D =-_________________________________________________________________________ � 10370 100 29.7 0 D *CONFLUENCE W/ CHANNEL C �1 10380 100 32.0 0 0 *SALVATION ARMY ACCESS ROAD D/S }Qy�� 10385 100 32.1 0 0 *SALVATION ARMY ACCESS ROAD U/S C1 10390 100 34.0 0 0 *BELCHER RD D/5, CONFLUENCE W/ CHANNEL D Se.====_ -------- --__________________________________________---- �71 10400 100 34.9 0 1 0 *BELCHER RD U/S 1 10410 100 35.8 0.1 0 *FIRE STATION ENTRANCE � 10420 100 37.5 0 0 10430 100 41.0 0 0 *SUNSHINE DR. D/S bl 10440 100 41.3 0.1 0 *SUNSHINE DR. U/S �1 10450 100 41.9 0 0 *ACCESS RD. D/S D1 10460 100 42.0 0 0 *ACCESS RD. U/S D1 10470 100 42.1 0 0 *HERCULES AVE. D/S D1 10480 100 42.3 0 0 *HERCULES AVE. U/S D1 10490 100 42.9 0.1 0 D1 10492 100 47.9 0.1 0 *RAILROAD D1 10494 100 59.9 0 0 *OVERLEA ST. D1 10496 100 61.7 0.1 0 •CLEARWATER AIRPARK ..•+.+.++..x•+++:r�+•+:..x.�.•<+e++....+...:+.��..:.x•.•.�+.xx:e+.+..•.<..+:<:r.+:.+:.:...:.>x:.:r+:+...�.+.:+x+:.x�..x...:r....+.x:r<....+:r<.++ss...:e>x•+>x�<+ * IMPROVMENTS FOR 1925 Calumet Street ..•..«••«•x+x....x+e>+�.:........:r++...x...>+.:..�«+s:.•+<e<.x..x�+..+ee•.+..+�+....:r:...+�<.+.•:•+:s:...+<:<:x.x+..+.++<.:�..:x.+<+...+.+..+:x.+.:x..x... D1 10499 100 42.9 0.1 0 *NEW FLOOD COMP AREA x.e•..++x:x.�++:.>:.+...••••.+�.x....•.<+..r...x•+..x�+a:xx..+<.s...��.:.+a+..++e+...:.<++.+++:r+•....>e<e..+...+.:.:....•:+++:<:r:�...:..�<+:e.x..>•�>....+e> D1 10500 100 42.9 0 0 *ACCESS RD. D/S D1 10505 100 43.0 0 0 *ACCESS RD. U/S D1 10510 100 42.3 0 0.7 *CALUMET ST. D/S D1 10520 100 43.0 0 0 *CALUMET ST. U/S July 09, 2013 22 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWMM INPUT FILE D1 10525 100 43.0 0 0 *CHANNEL A DETENTION POND OUTFALL D/S D1 10530 100 43.2 0.2 0.1 *CHANNEL A DETENTION POND D1 10540 100 43.9 0.2 1.9 *LAKE ANTIETAM D1 10542 100 45.9 0 0 *BRAXTON BRAGG LN U/S D1 10544 100 52.8 0 0 *KENESAW LN D/S D1 10546 100 53.0 0 0 *KENESAW LN U/S D1 10547 100 54.0 0 0 *KEENE RD D/S D1 10548 100 55.0 0 0 *KEENE RD U/S D1 10549 100 57.2 0.2 0.1 *SUNSET LAKE D1 10550 100 44.7 0 1.0 D1 10555 100 46.5 0 0.2 D1 10560 100 46.5 0.1 0.2 D1 10570 100 46.5 0 0.2 *SUNSET POINT RD D/S D1 10580 100 47.6 0.1 0 *SUNSET POINT RD U/S D1 10590 100 50.0 0 0 D1 10600 100 50.5 0.1 0.1 *PINEBROOK APTS. POND " --------- - ---------'------------------ - -- $ CHANNEL B �----- - -- ----------------------- ----- ------------ - ----------- � 20005 100 10.25 0 0 •PARK ROAD U/S 20007 100 11.5 0 0 *RAILROAD D/S � 20010 100 12.3 0 0 *RAILROAD U/S 20030 100 14.7 0 0 ,� __________________________________________________________________-------__ � MOCCASIN LAKE PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2001) 3'____________________________________________________________________________ �C1 20045 100 24.0 0 0 *SEDIMENT TRAP OUTFALL 6L 20050 100 25.7 0 1.4 *NEW SEDZMENT TRAP -�p' _______---________________________________________________________________ D1 20053 100 46.0 0 0 *LAICE PATRICIA OUTFALL �1 20055 100 50.7 0.05 0.1 *LAKE PATRICIA/SPRING LAKE � __________________--- -------___________________________________ - -------- p CHANNEL B IMPROVEMENTS DESIGN (CONSTRUCTED 2001) `� -----------------------------------------------____________________________ p� 20060 100 27.9 0 0 �1 20065 100 30.5 0 0 �'i 20070 100 35.0 0.1 1.4 *COACHMAN ROAD D/S � ___________________--------_------------________________________________ � ______-- -----________________________________________________---- ----___ $ CHANNEL S IMPROVEMENTS DESIGN (PINELLAS COUNTY CONSTRUCTED 2001) s =_____----- - _______________________________________________________------- � 20080 100 36.5 0 0 *COACHMP.N ROAD U/S �1 20085 100 42.1 0 0 *NEW BC U/S � ____________________________________________-----_________________________ �1 20090 100 45.9 0.1 0 *EVANS DR. D/S �i 20100 100 46.1 0 0 *EVANS DR. U/S �1 20110 100 48.4 0 0 1 20120 100 48.3 0 0.1 20130 100 49.6 0 0 1 20140 100 52.3 0 0 *SOUTH DR. D/S B�G1 20150 100 52.6 0 0 *SOUTH DR. U/S p�l 20160 100 53.4 0 0 *SUNSET POINT RD. D/S D1 20170 100 53.8 0.1 0 *SUNSET POINT RD. U/S D1 20180 100 54.5 0 0 D1 20190 100 61.0 0 0 D1 20200 100 67.3 0 0 *ACCESS ROAD D/S D1 20210 100 68.8 0 0 *ACCESS ROAD U/S D1 20215 100 73.0 0 0 *KEN MARK FORD PONDS D1 20220 100 80.5 0 0 *MCCORMICK DR. D/S D1 20230 100 81.3 0 0 *MCCORMICK DR. U/S D1 20240 100 82.8 0 0 *LAKE SHORE DR. D/S D1 20242 100 84.6 0 0 *WETLAND � DIMMITT TREATMENT PONDS D1 20245 100 82.5 0 0.3 *LAiCE SHORE DR. U/S D1 20250 100 81.4 0.1 2.7 *LAKE CHAUTAUQUA D1 20255 100 B5.5 0 0 *WETLAND & TREATMENT PONDS D1 20260 100 51.8 0 2.2 *ENTERPRISE RD. U/S D1 20262 100 84.0 0 0 D1 20270 100 84.8 0 0 •WINDING WOOD CONDO POND July 09, 2013 23 / 30 � � � � � � acpo1012.dat � � � w� � w� � w � � � � � SWNIM INPUT FILE D1 20280 100 92.5 0.05 0.1 *WINDING WOOD CONDO WETLAND * CHANNEL C `-------------------------------------- - ----------- --------'------------------ D1 30010 100 35.0 0 0 *SOUTH LAGOON CIRCLE D/S D1 30020 100 38.4 0 0 *SOUTH LAGOON CIRCLE U/S D1 30030 100 40.9 0 0 *NORTH LAGOON CIRCLE OUTFALL D1 30040 100 41.55 0.1 0 D1 30050 100 45.88 0 0 D1 30060 100 48.44 0 0 D1 30070 100 51.1 0 0 D1 30075 100 53.25 0 0 *CHANNEL C DETENTION AREA & SOCCER FIELDS D1 30080 100 53.7 0 0 *SUNSET POINT RD. D/S D1 30090 100 54.1 0 0 'SUNSET POINT RD. U/S D1 30100 100 57.7 0.4 0 *TOP OF THE WORLD OUTFALL D1 30120 100 80.1 0.1 0.1 *FP�L POND '�------------------------------'-'------------------' ----- �' CHANNEL D �- ----------------------------'--- - - - --------- - ----------------------- - ---- � 40010 100 42.7 0.1 0 *BELCHER RD. D/S 40030 100 43.5 0 0 *BELCHER RD. U/S � 40040 100 46.0 0 0 � 40050 100 46.7 0 0 *SUNNYDALE BLVD D/S 40060 100 47.2 0 0 *SUNNYDALE BLVD U/S D1 40070 100 48.16 0 0 �i 40080 100 49.67 0 0 *SUNSET POINT RD D/S �D1 40090 100 52.1 0.5 0.9 *BECKETT LAKE b2 40100 100 58.2 0.5 0.2 *HARBOR LAKE �-'--- - ---'---- - ---------- - - - -------------------------------------- 8_CHANNEL E N---------- - - - ---- '---------------- �1 50010 100 3.2 0 1.84 *CITY PARK RD D/S � 50015 100 3.8 0 1.24 *CITY PARK RD U/S $1 50020 100 4.55 0 0.49 *RAILROAD D/S � 50030 100 4.41 0.05 0.63 *RAILROAD U/S �1 50035 100 6.7 0 0 �i 50040 100 9.7 0 0 *SR 590 D/S �ll 50050 100 12.12 0.05 0 *SR 590 U/S �1 50060 100 12.4 0 0 �1 50062 100 17.2 0 0 D1 50064 100 31.0 0 0 � 50066 100 31.2 0 0 �1 50068 100 38.8 0 0 50069 100 45.6 0.05 0 *SALL'S r,n.xF 1 50070 100 13.4 0 0 *DRIVEWAY D/S �i 50080 100 13.5 0 0 *DRIVEWAY U/S j�l 50085 100 15.5 0 0 rel 50087 100 18.7 0 0 *OLD HARBOR PLACE BORROW PIT � 50088 100 16.2 0 0 *OLD HARBOR PLACE DR D/S 50089 100 16.37 0 0 *OLD HARBOR PLACE DR U/S 81 50090 100 16.5 0.05 0 *MCMULLEN BOOTH RD D/S �1 50094 100 16.6 0 0 *OLD HARBOR PLACE WETLAND OUTFALL D1 50095 100 18.7 0 0 *OLD HARBOR PLACE WETLAND D1 50100 100 17.5 0 0 *MCM[JLLEN BOOTH RD U/S D1 50105 100 20.0 0 0 *MCMIJLLEN BOOTH RD POND #6 D1 50110 100 18.9 0 0 D1 50120 100 19.1 0 0 D1 50130 100 20.2 0 0 D1 50140 100 21.0 0.05 0 *SUNSET PT RD D/S D1 50150 100 25.2 0 0 *SUNSET PT RD U/S D1 50160 100 28.5 0 0 *ABBEY LAICE RD D/5 D1 50170 100 31.3 0 0 *ABBEY LAKE RD U/S D1 50175 100 40.0 0 0 D1 50180 100 42.4 0.05 0 *ABBEY LAKE *-- - ----------------------------------- - ------------------------------------ - * CHANNEL F '-------------- --------- '------------ D1 60010 100 32.3 0 0 *OLD COACHMAN RD D/S July 09, 2013 24 / 30 r �r � � � � acpo1012.dat � � � � � � � � � � � � � SWNIM INPUT FILE D1 60020 100 32.89 0 0 *OLD COACHMAN RD U/S D1 60030 100 39.32 0 0 *PRIVATE RD D/S D1 60035 100 39.46 0 0 *PRIVATE RD U/S D1 60040 100 41.84 0 0 *WETHERINGTON RD D/S D1 60050 100 41.43 0 0.41 •WETHERINGTON RD U/S D1 60060 100 45.97 0 0 *CAMPBELL RD D/S D1 60070 100 45.92 0 0.05 *CAMPBELL RD U/S D1 60080 100 47.0 0 0 D1 60082 100 53.5 0 0 *MCCAULEY RD D/S D1 60084 100 53.7 0.1 0.1 *COACHMAN LAKES ESTATES POND D1 60090 100 47.7 0 0 'BEVILLE RD D/S D1 60092 100 49.08 0 0.2 *BEVILLE RD U/S D1 60100 100 49.5 0 0 D1 60105 100 50.0 0.2 1.6 *CAMERON LAKE APT. COMPLEX POND D1 60110 100 52.75 0 0 •SUNSET POINT RD POND OUTFALL D1 60115 100 54.0 0 0 *SUNSET POINT RD POND (SOUTH) � 60120 100 61.0 0 2.5 *SUNSET POINT RD POND (NORTH) 81 60130 100 68.0 0.2 0.2 *SUNSET POINT RD U/S �-----'--------------------'--- ------------------------------------------------ O n CHANNEL G �------------- - --------------------------------" ------------------ - - ------- �i �ooio ioo i2.s o 0 � 70012 100 14.0 0 0 70014 100 15.5 0 0 'DRY RETENTION POND D1 70020 100 13.9 0 0 �i 70030 100 15.3 0.05 0 *DREW ST D/S �--------- - -------------------------------- - ----------- - ----------------- - -- aU CHANNEL H D�--------- - ---------------------'---------- - ---- - --- - ------------------'--- O1 80010 100 17.2 0 0.7 *CARPENTER FIELD PARKING ENTRANCE D/S �1 80012 100 17.85 0 0.05 *OLD COACHMAN RD WEST SIDE OPPOSITE H0010 � 80020 100 17.4 0 1.26 *CARPENTER FIELD PARKING ENTRACVCE U/S 80030 100 17.5 0 1.16 *OLD COACHMAN RD D/S .$]. 80040 100 17.9 0 0.76 *OLD COACHMAN RD U/S p� 80050 100 16.5 0 1.55 *DIVERSION WEIR U/S �1 80060 100 18.5 0 1.55 �i 80070 100 18.5 0 1.55 *DIVERSION TO CHANNEL H POND cCl 80075 100 18.4 0.1 1.65 *CHANNEL H TREATMENT POND �1 80080 100 23.83 0 0 *SHARKEY RD D/S �1 80090 100 24.3 0 0 *SHARKEY RD U/S O1 80100 100 25.0 0.05 0.4 *SEDIMENT POND � 80105 100 27.0 0 0 �1 80108 100 31.4 0 0 *DETENTION POND 80110 100 35.07 0 0 *DREW ST D/S � 80120 100 35.1 0 0 *DREW ST U/S �i 80130 100 47.49 0 0 �1 60140 100 51.16 0 0 1 80150 100 56.0 0 0 *NASH ST D/S � 80160 -100 57.8 0.05 0.1 *NASH ST POND Os CHANNEL J N---------------- --- - ------------'----------------- - --------- - -------- D1 90010 100 16.8 0 0 *RAILROAD D/S D1 90020 100 16.9 0.2 0.2 *BORROW PIT NORTH OF RAILROAD D1 90040 100 24.0 0 0 D1 90050 100 36.0 0 0 D1 90060 100 49.0 0 0 D1 90065 100 49.4 0 0 *WALMART POND OUTFALL D1 90070 100 49.2 0.05 2.35 *WALMART POND * E1, E2 CARDS ARE STORAGE JUNCTION INFORMATION * E1=JSTORE ZTOP ASTOR NUMST * E2=QCURVEA QCURVEB QCURVEA QCURVEB QCURVEA QCURVEB QCURVEA QCURVEB QCURVEA QCURVEB *--------------------- - -----------------'-- - - ---'------------------------------- * CHANNEL A July 09, 2013 zs � 30 � � � � � � � � � � � � � acpo1012.dat SWhIM INPUT FILE � � � � � � �------ - ------'--------- - - - -- - ------------------------------------------- ----- E1 10010 100. -1 6 *ALLIGATOR LARE E2 40 0 76.25 6.9 86.53 7.9 110.05 8.9 128.7 9.9 150 10.9 E1 10025 100. -1 2 •MCMULLEN BOOTH RD POND NO. 5 E2 0.72 0 0.89 3.5 E1 10062 100. -1 3 *CLEARWATER MARKETPLACE POND E2 1.2 0 1.5 3.5 1.9 7.5 El 10112 100. -1 7 *WETI�AND E2 0.2 0 0.7 2.7 3.7 4.7 10.6 6.7 19.5 8.7 26.1 10.7 38.5 12.7 E1 10170 100. -1 5 *CLIFF STEPHENS PARK S.E. LAKE E2 2.5 0 4.4 6.5 5.7 14 10.5 15.5 18.5 20 E1 10180 100. -1 5 *CLIFF STEPHENS PARK MIDDLE LAKE E2 1.5 0 1.7 2.5 2.5 10.0 3.3 11.5 5.8 16 ' __________________________________________________________________________- *� CLIFF STEPHENS PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2002) � ____________________________________________________________________________ �]ODIFIED CLIFF STEPHENS PARK W. POND 1 10190 100. -1 5 *CLIFF STEPHENS PARK N.W. LAKE 6.2 0 6.65 1.8 7.0 9.3 11.5 10.8 19.8 15.3 EW CLIFF STEPHENS PARK SEDIMENT POND �'j 10192 100. -1 5 *NEW CLIFF STEPHENS PARK SEDIMENT POND 0' 0.60 0 0.65 2.5 0.70 10.0 1.1 11.5 1.7 16.0 '� _______________________________- -------____________________------------- �i 10204 100. -1 5 *MOCCASIN rn.xF �C2 4.9 0 6.5 6.5 11.1 7.5 22.2 9.0 28.0 10.5 SL 10206 100. -1 5 *POND/WETLAND 0.4 0 0.9 2.4 2.2 2.5 3.1 5.0 3.8 9.5 �p1� 10232 100. -1 6 *CLEARWATER COLLECTION CENTER POND #3 {ye 3.70 0 3.98 1.4 4.64 3.9 5.17 5.9 5.69 7.9 N 6.30 9.9 �l 10234 100. -1 5 *CLEARWATER COLLECTION CENTER POND #1 .1�2 0.79 0 0.88 1.0 0.95 2.0 1.01 2.5 1.20 4.5 � 10245 100. -1 4 •WETLAND E. OF WASTE TRANSFER STATION �j2 1.5 0 2.1 3.9 2.8 6.9 3.8 10.9 �10260 100. -1 8 *WETI.AND W. OF WASTE TRANSFER STATION � 0.05 0 0.1 2.6 1.2 3.6 4.8 4.6 9.2 5.6 � 11.2 6.6 13.1 7.6 18.0 10.6 �1 10358 1D0. -1 3 *TERRACE LAKE L72 1.7 0 2.4 3.0 2.8 4.0 � 10359 100. -1 4 *HERCULES/PALMETTO WETLAND �j2 12.6 0 13.3 0.3 16.5 2.3 25.8 2.8 Sp�` ..x.:.e.....<..x:+�+x+..e+.+.•..�:.x++•++x..sxx.++..x..•.x.++:.:++....e:.+.++•.+:<x<...++.+x..:r•..+>+.+...>:..+:<+.....�t+..e+:++.:+....�...+++.::•+•+x• C IMPROVMENTS FOR 1925 Calumet Street S�rt•x.•e<+..+.+•:•.+...•:.<.+.:.<::..x.+x.+.:<:.+++:.+.•�..:��:.:•«x..+�:...�+:.++++.+..�+....« ...:+�.x.+e�:..:+�+...�e::.:<+:.•.::r:.+.<+::.�++..:+e:...< �1 10499 100. -1 11 *NEW FLOOD COMP AREA 2 0.602 0.00 � 0.642 0.98 -p 0.684 1.98 O 0.725 2.98 y 0.766 3.98 0.806 4.98 0.847 5.98 0.887 6.98 0.926 7.98 0.966 8.98 0.971 9.10 ...•.+•.::++:e.x�+:x+:..:.....++:...:..++x.x..e+.x.+<xx+..+++:.�...�.....+..+....:.+r.+.+....:r:++�...e+s..++.+.+•>..<:�+>++.<•+.<:�...•..+..++..++e+++.:•� E1 10530 100. -1 5 *CHANNEL A DETENTION POND E2 6.69 0 8.14 1.8 9.42 6.8 10.25 8.8 10.7 10.3 E1 10540 100. -1 5 *LAKE ANTIETAM E2 2.4 0 2.9 1.8 4.5 6.1 6.2 7.6 8.5 6.6 E1 10549 100. -1 3 *SUNSET LAKE E2 5.1 0 6.4 2.8 7.4 4.3 E1 10600 100. -1 4 *PINEBROOK APTS POND E2 0.5 0 0.65 1.5 1.5 3.5 2.5 4.5 "--- - ------------------ - ----- - ---- - --------------------- - --------------------- July 09, 2013 26 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWNIIN INpUT FILE '�CHANNEL B t-------------------- -------------------- ----------'---------- - ----- - -'-- - ---- � -------------------------------------------------------------- * MOCCASIN LAKE PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2001) ` --------------------------------------------------------------- -- * NEW MOCCASIN LAKE PARK SEDIMENT TRAP E1 20050 100. -1 4 E2 0.60 0 0.65 1.4 1.19 4.8 1.24 5.3 ----------------------------------------------- -- E1 20055 100. -1 5 E2 2.7 0 3.4 0.3 3.7 1.3 3.9 2.3 5.6 3.3 E1 20215 100. -1 5 E2 0.26 0 0.34 1.0 0.42 2.0 0.5 3.0 0.58 4.5 E1 20230 100. -1 5 E2 0.2 0 1.5 1.7 3.8 3.7 5.3 4.7 7.6 5.7 E1 20242 100. -1 5 � 1.7 0 2.3 0.4 3.1 1.4 4.5 2.4 6.5 2.9 �'1 20250 100. -1 5 'g2 25 0 42 2.6 72.2 3.6 95.2 4.6 114.4 5.6 � 20255 100. -1 4 4.2 0 4.9 0.5 6.3 1.5 7.8 2.5 20270 100. -1 4 � 2.4 0 4.7 1.2 6 2.2 11.5 4.2 20280 100. -1 4 �2 0.9 0 2.2 1.5 3.2 3.0 3.9 3.5 ��------------------------------ ------------ - ----------------------------------- 7 � CHANNEL C �-------------------------'----------------------'-------------------------- � 30075 100. -1 6 0.05 0 0.10 1.7 2.15 1.75 2.24 2.75 2.33 4.75 N 2.6 6.75 N � 30100 100. -1 7 0.05 0 0.1 2.3 0.3 6.3 1.8 7.3 2.3 8.3 .� 2.9 9.3 3.7 10.3 � 30120 100. -1 5 �j2 4.8 0 5.2 0.9 5.5 1.9 6 2.9 6.4 3.9 � ----------- - ---- - ------ - ------ - ---- '------------------------------------'--- 7 cE� CHANNEL D �------------ - ------------------------------- - ------------- - ---- - -- - ---------- �1 40090 100. -1 5 D2 14.0 0 14.9 0.7 19.2 2.9 23.5 4.9 29.4 6.9 � 40100 100. -1 3 �2 36.7 0 50.4 1.8 63.1 4.3 � ----- --------------- - -----'---------- - --------------------------------------- � CHANNEL E 5��------------------------ - ------------'--------'-------------------- - ---- - ----- 7 �1 50069 100. -1 4 2 5.8 0 6.2 2.4 6.7 3.4 7.1 4.4 � 50087 100. -1 6 4.0 0 9.1 0.3 10.6 1.3 11.2 2.3 11.4 3.3 O 11.8 4.3 Sjl 50095 100. -1 6 E2 3.1 0 3.6 1.3 4.1 2.3 4.6 3.3 4.9 4.3 5.4 5.3 E1 50105 100. -1 5 E2 0.12 0 0.55 1.3 0.62 2.5 0.70 3.5 0.8 4.5 E1 50180 100. -1 5 E2 3.8 0 4.9 G.6 6.3 1.6 7.4 2.6 8.5 3.6 "----------------------------- - ----------- -------------------------------------- * CHANNEL F '---------' - ---------------------- - ----- ---- - --------- - -------------- -------- E1 60084 100. -1 4 E2 2.8 0 3.3 1.3 5.1 3.3 5.7 4.3 E1 60105 100. -1 4 E2 4.6 0 5.2 4.0 6.0 5.0 7.1 6.0 E1 60115 100. -1 3 E2 0.54 0 0.74 3.5 0.80 4.0 E1 60120 100. -1 4 July 09, 2013 *NEW MOCCASIN LAKE PARK SEDIMENT TRAP *LAKE PATRICIA/SPRING LAKE *KEN MARK FORD PONDS �WETLAND *WETLAND AND DIMMITT TREATMENT PONDS *LAKE CHAUTAUQUA *WETLAND AND TREATMENT PONDS *WINDING WOOD CONDO POND *WINDING WOOD CONDO WETLAND *CHANNEL C FLOODPLAIN STORAGE POND (SOCCER FIELDS) *TOP OF THE WORLD OUTFALL �FP&L POND •BECKETT r.n.xF *HARBOR LAK� *SALL'S LAKE *OLD HARBOR PLACE BORROW PIT (INCL. POND A1) *OLD HARBOR PLACE WETLAND (INCL. PONDS B1, B2, & C) *MCMULLEN BOOTH ROAD POND NO. 6 *ABBEY LAKE *COACHMAN LAKES ESTATES POND *CAMERON LAKE APT COMPLEX POND *SUNSET PT RD. POND (SOUTH) *SUNSET PT RD. POND (NORTH) z� � 30 � � � � � � � � � � � � � acpo1012.dat SWNID7 INPUT FILE E2 0.32 0 0.53 4.5 0.69 8.0 0.75 9.0 E1 60130 100. -1 4 *FP&L WETLAND/POND E2 0.1 0 0.5 3.5 2.7 4.0 4.7 5.0 • CHANNEL G ' - '--------------' ---------------- ---------- - -------------- E1 70014 100. -1 4 *DRY RETENTION POIVD E2 0.9 0 1.1 2.5 1.3 4.5 1.8 6.5 * CHANNEL H E1 80075 100. -1 10 E2 7.5 0 8.53 1.6 9.3 2.6 10.02 3.6 11.01 4.6 11.35 5.6 11.7 6.6 12.04 7.6 12.64 8.6 14.0 10.1 E1 BO100 100. -1 5 E2 0.73 0 0.92 2.0 1.17 4.0 1.41 6.0 2.4 10.0 �l 80108 100. -1 5 �'2 0.85 0 0.9 0.6 1.1 2.6 1.33 3.6 1.7 4.6 gl 80160 100. -1 4 �---1.68 0-----1.86 1.2 2.16 3.2 2.31 4.2 ------------- - ------ ------------------'------- - � CHANNEL J �'-------------------- - ------' -------" ------------'--------------- �i 90020 100. -1 7 ffi2 6.3 0 8.1 1.1 11.9 2.1 14.2 3.1 16.5 5.1 3 22.7 7.1 28.8 9.6 7 cDl 90070 100. -1 4 S2 0.7 0 0.9 2.3 1.1 5.3 1.3 6.3 -�p`-------- - ------' '------- ------- - ---- ----------- Or� DUMMY STORAGE NODES (TO ALLOW FOR ROAD OVERTOP CONDUITS) W---- - - ---------------'-----' ------- ----- ----- -' � 10140 200. 500 0 10150 200. 500 0 .g1 10233 200. 500 0 � 10260 200. 500 0 �jl 10270 200. 500 0 L�i 10310 200. 500 0 �1 10350 200. 500 0 ;yi 10351 200. 500 0 �1 10353 200. 500 0 D1 10470 200. 500 0 � 10490 200. 500 0 �1 10492 200. 500 0 10494 200. 500 0 1 10496 200. 500 0 �i 10525 200. 500 0 �1 10547 200. 500 0 1 10550 200. 500 0 � 10570 200. 500 0 20007 200. 500 0 $1 20010 200. 500 0 Sjl 20080 200. 500 0 E1 20160 200. 500 0 E1 20245 200. 500 0 E1 20260 200. 500 0 E1 30070 200. 500 0 E1 30080 200. 500 0 E1 40030 200. 500 0 E1 40070 200. 500 0 E1 50020 200. 500 0 E1 50030 200. 500 0 E1 50035 200. 500 0 E1 50060 200. 500 0 E1 50064 200. 500 0 E1 50066 200. 500 0 E1 50068 200. 500 0 E1 50088 200. 500 0 E1 50089 200. 500 0 July 09, 2013 *CHANNEL H TREATMENT POND *SEDIMENT POND *POND *POND *BORROW PIT � RAILROAD •WALMART PONDS � s � � � � 28 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat E1 50090 200. 500 0 E1 50094 200. 500 0 E1 50100 200. 500 0 E1 50110 200. 500 0 E1 50120 200. 500 0 E1 60035 200. 500 0 � E1 80010 200. 500 0 E1 80020 200. 500 0 E1 80090 200. 500 0 E1 80150 200. 500 0 E1 90010 200. 500 0 E1 90065 200. 500 0 * --------------------------------------------- ----- --- G1 CARD...WEIR DATA NJUNCI NNNC2 KWEIR YCREST YTOP WLEN COEF SWMM INPUT FILE � � __________________________________________________________________________________---------------------- --- �1 10010 10000 1 6.94 100 62.5 3.2 *ALLIGATOR LAKE OUTFALL WEIR �10010 10000 1 8.10 100 150. 2.6 *ALLIGATOR LAKE BANK OVERTOP 10010 10000 1 9.10 100 400. 2.6 '�ALLIGATOR LAICE BANK OVERTOP 10010 10000 1 9.40 100 200. 2.6 *ALLIGATOR LAKE SANK OVERTOP �'} 10025 10024 1 1.75 100 18.0 3.2 *MCMULLEN BOOTH RD POND NO. 5 CONTROL WEIR S 10150 10140 1 4.9 100 4.4 3.2 *CLIFF STEPHENS PARK CONTROL WEIR (MODIFIED WEIR PER 2002 SURVEY) dl 10150 10140 1 6.8 100 7.4 3.2 *CLIFF STEPHENS PARK CONTROL WEIR (MODIFIED WEIR PER 2002 SURVEY) �.____________________________________________________________________________ � CLIFF STEPHENS PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2002) � ____________________________________________________________________________ -�p+ NEW SEDZMENTATION POND CONTROL WEIR; L=48' @ ELEV. 9.0' O1 10192 10190 1 2.0 100 48.0 2.8 *NEW SEDIMENTATION POND CONTROL WEIR � NEW SEDIMENTATION POND OVERBANK FLOW; L=300' Ca ELEV. 15.0' �1 10192 10190 1 8.0 100 300 2.6 *NEW SEDIMENTATION POND OVERBANK FLOW > NEW SEDIMENTATION POND DIVERSION WEIR; L=24' C� ELEV. 13.0' �1 10195 10190 1 5.5 100 24 2.8 *NEW SEDIMENTATION POND DIVERSION WEIR � 10195 10190 1 B.0 100 200 2.6 *OVERBANK FLOW TO CLIFF STEPHENS PARK �1 10195 10192 1 8.0 100 50 2.6 •BANK OVERTOP AT DIVERSION CULVERT �3 -__________________________________________________________________________ �10206 10204 1 6.5 100 100 0.5 'WETLAND OVERBANK 10232 10230 1 2.4 100 2.0 2.3 *CLEARWATER COLLECTION CENTER POND #3 OUTFALL WEIR/WASHOUT �1 10232 10230 1 6.9 100 60.0 2.6 *CLEARWATER COLLECTION CENTER POND #3 OVERBANK il 10234 10233 1 0.65 100 10.0 3.2 'CLEARWATER COLLECTION CENTER POND #1 CONTROL WEIR � 10234 10232 1 3.5 100 100 0.5 *CLEARWATER COLLECTION CENTER POND #1 OVERBANK FLOW �1 10530 10525 1 6.2 100 50.0 3.0 *CHANNEL A DETENTION POND OVERFLOW SPILLWAY 10555 10550 1 0.2 100 6.0 3.2 *CHANNEL A CHANNEL CONTROL WEIR 3� MOCCASIN LAKE PARK SEDIMENTATION BASIN DESIGN (CONSTRUCTED 2001) A ____________________________________________________________________________ Yi NEW MOCCASIN LAKE PARK SEDIMENT TRAp CONTROL WEIR; L=36' @ ELEV. 27.1 �20050 20045 1 1.4 100 36.0 3.2 ;SEDIMENT TRAP OUTFALL WEIR 20050 10204 1 4.8 100 350. 2.6 *SEDIMENT TRAP OVERBANK FLOW � ____________________________________________________________________________ �1 20215 20210 1 3.5 100 50.0 2.6 *KEN MARK FORD POND BANK OVERFLOW G1 20242 20240 1 1.9 100 14.0 2.8 ;WETLAND OVERFLOW WEIR G1 20250 20245 1 2.6 100 6.5 3.1 *LAKE CHAUTAUQUA OUTFALL WEIR G1 20250 20245 1 4.6 100 40.0 2,6 *LAICE CHAUTAUQUA OUTFALL WEIR G1 20255 20250 1 0.5 100 100 0.5 *WETLAND OVERBANK FLOW G1 30075 30070 1 0 100 3.0 2.8 *CHANNEL C DETENTION FACILITY CONTROL WEIR G1 30075 30070 1 1.75 100 i6.0 3.1 *CHANNEL C DETENTION FACILITY CONTROL WEIR G1 30075 30070 1 3.75 100 80.0 2.6 *CHANNEL C DETENTION FACILITY CONTROL WEIR OVERBANK G1 50087 50065 1 1.2 100 64.0 2.8 *OLD HARBOR PLACE BORROW PIT OUTFALL WEIR G1 50087 50085 1 1.7 100 80.0 2.6 *OLD HARBOR PLACE BORROW PIT OUTFALL WEIR G1 50095 50094 1 3.07 100 10.0 3.2 *OLD HARBOR PLACE WETLAND OUTFALL WEIR G1 50095 50090 1 3.8 100 200. 2.6 *OLD HARBOR PLACE WETLAND OVERBANK FLOW G1 50105 50100 1 2.11 100 19.0 3.2 *MCM[7LLEN BOOTH RD POND #6 OUTFALL WEIR G1 60105 60100 1 3.5 100 200 2.3 *CAMERON LAKE APT COMPLEX POND OVERBANK FLOW G1 60115 60110 1 3.5 100 40.0 2.6 *SUNSET PT RD SOUTH POND OVERBANK WEIR G1 60120 60115 1 5.5 100 2.8 3.2 *SUNSET PT RD NORTH POND OVERFLOW WEIR G1 60120 60110 1 4.5 5.5 6.0 3.2 �SUNSET PT RD NORTH POND OVERFLOW WEIR/ORIFICE Ju2y 09, 2013 29 / 30 � � � � � � � � � � � � � � � � � � � acpo1012.dat SWhIM INPUT FILE G1 80050 80040 1 3.0 100 10.5 3.2 'CHANNEL H DITCH BLOCK WEIR G1 80050 80040 1 7.8 100 44.0 3.2 *CHANNEL H DITCH BLOCK WEIR OVERTOP G1 80100 80090 1 0.36 100 4 3.2 *SEDIMENT POND WEIR G1 80100 80090 1 5.86 100 80 2.3 *SEDIMENT POND WEIR OVERBANK G1 80075 10290 1 7.9 100 86 3.0 *CHANNEL H POND EMERGENCY SPILLWAY G1 90020 10245 1 7.6 100 500 2.6 *BORROW PIT OVERTOP OF RAILROAD G1 90070 90065 1 2.3 100 3.0 3.2 *WALMART POND OUTFALL WEIR G1 90070 90065 1 3.8 100 14.0 3.2 *WALMART POND OUTFALL WEIR I1 CARD.. OUTFALLS WITHOUT TIDE GATES JFREE NBCF ------------------------------------------------ I1 99999 1 --------- � a' J1 CARD.. BOUNDARY CONDITIONS TYPE 0 NTIDE A ��'y _____________'__-__----_______-____--_______-_______-_____-_____-__-_-__—_______ P!1 2 � _________________________________________________________________________________ � *�J S2 CARD.. BOUNDARY TIDE/TAILWATER CONDITIONS �� Al 7 f0 i� ______________________________________________'_______'________-_-___'_" -------- 2.0 NDPROGRAM tD N � � � ci 0 � � � m � 0 � T � d W C N 7 fD N N � � O G N July 09, 2013 30 / 30 PROJECT NO. 201322 APPENDIX F Proposal/For Planning Purposes Only/Contingent on Final Business Approval � � � � � � � � � � � � � Junction Summary SWNIM OUTPUT FILE �x•.x...+«...��+..+.....+.+x:..:..+...+�x:++•+s..:.xx.x++:e: * J U N C T I O N S U M M A R Y S T A T I S T I C S * +3+......•ex.+.•zeee��+:x.+..+..•...+...+++..+.xx..:.x+x++... ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350) 100-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS UPPERMOST MEAN MAXIMUM TIME FEET OF GROUND PIPE CROWN JUNCTION JUNCTION SUNCTION OF SURCI-IARGE JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ---- - -- --------- ---------- ----'--- ---- - --- -------- '----'--- --------- 99999 100.00 6.00 2.00 0.0000 2.00 0 0 0.00 10000 100.00 10.00 2.07 0.0000 2.26 16 57 0.00 10010 100.00 100.00 6.56 0.0000 7.98 16 57 0.00 � 10020 100.00 17.00 8.35 0.0004 11.87 16 39 0.00 j 10024 100.00 13.50 9.29 0.0011 12.64 12 3 0.00 � 10025 100.00 100.00 11.57 0.0000 12.98 12 3 0.00 � 10030 100.00 15.20 8.91 0.0004 13.25 16 38 0.00 � 10040 100.00 18.90 8.96 0.0004 13.35 16 37 0.00 � 10050 100.00 21.10 9.28 0.0004 14.08 16 37 0.00 : O 10060 100.00 29.30 9.89 0.0003 15.19 16 32 0.00 � 10062 100.00 100.00 34.40 0.0001 38.74 12 36 0.00 7 10070 100.00 24.10 10.86 0.0004 16.61 16 32 0.00 � 10080 100.00 27.20 11.99 0.0004 17.54 16 31 0.00 � 10090 100.00 22.00 12.59 0.0007 18.32 16 30 0.00 0 10100 100.00 22.30 12.75 0.0007 18.55 16 30 0.00 S 10110 100.00 21.40 12.63 0.0007 18.57 16 30 0.00 > 10112 100.00 100.00 13.02 0.0001 18.57 16 28 0.00 p 10120 100.00 20.90 13.26 0.0013 19.06 16 22 0.00 ° 10130 100.00 21.00 13.40 0.0016 19.08 16 21 0.00 � 10140 200.10 200.00 13.98 0.0004 19.48 16 3 0.00 7 - 10150 200.10 200.00 14.82 0.0013 21.43 15 46 0.00 j 10160 100.00 27.00 15.05 0.0084 21.82 15 51 0.00 � 10170 100.00 100.00 15.26 0.0004 21.94 15 49 0.00 : 3 10180 100.00 100.00 15.27 0.0004 21.95 15 52 0.00 � 10190 100.00 100.00 15.32 0.0001 21.94 15 46 0.00 y 10192 100.00 100.00 15.35 0.0001 21.96 15 46 0.00 � 10195 100.00 23.00 15.47 0.0007 22.08 15 46 0.00 7 10200 100.00 24.50 16.19 0.0007 22.43 15 27 0.00 n 10204 100.00 100.00 17.27 0.0001 22.43 15 24 0.00 � 10206 100.00 100.00 19.24 0.0001 22.45 15 30 0.00 u p 10210 100.00 33.90 16.69 0.0004 22.86 14 50 0.00 ' 10220 100.00 35.30 17.52 0.0004 23.45 14 19 0.00 � 10230 100.00 33.80 19.43 . 0.0005 24.51 14 6 0.00 D 10232 100.00 100.00 21.43 0.0001 25.41 12 7 0.00 n 10233 200.10 200.00 21.49 0.0000 26.00 12 21 0.00 D 10234 100.00 100.00 23.43 0.0001 26.08 12 22 0.00 3 10240 100.00 33.90 20.78 0.0005 25.63 13 55 0.00 3 � 10245 100.00 100.00 20.78 0.0001 25.68 13 55 0.00 .<+:�s:+x.+a+.x...:..<e<:+:.x...,�+x.�++•�......+�<.:.x.•.��•. * J U N C T I O N S U M M A R Y S T A T I S T I C S * +..•:.x.<.•.++x.x+.•.:.+�:re+....x..+�:r<+++....+.:x:.�+x++:.< ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350) 100-YEAR/24-HOUR DURATION DESZGN STORM EVENT; EXISTING 2003 CONDITIONS UPPERMOST MEAN MAXIMUM TIME FEET OF GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX NUMSER (FT) (FT) (FT) $ CHANGE (FT) HR. MIN. ELEVATION -------- ---'---- ---- ----'--- --------- - ------ --------- 10250 100.00 28.50 21.49 0.0007 26.33 13 12 0.00 10260 200.10 200.00 21.91 0.0000 26.38 13 12 0.00 July 09, 2013 � � � � � � FEET MAX. LENGTH LENGTH MAXIMUM DEPTH IS OF OF NNCTION BELOW GROUND SURCHARGE FLOODING AREA ELEVATION (MIN) (MIN) (SQ.FT) -------'---- ---'----- --- - --- --- - --- 98.00 0.0 0.0 5.672E+04 97.74 0.0 0.0 2.707E+04 92.02 0.0 0.0 5.620E+06 88.13 0.0 0.0 2.120E+05 87.36 0.0 0.0 3.296E+02 87.02 0.0 0.0 3.663E+04 86.75 0.0 0.0 9.521E+04 86.65 0.0 0.0 3.808E+04 85.92 0.0 0.0 6.170E+04 84.81 D.0 0.0 8.054E+04 61.26 0.0 0.0 7.731E+04 83.39 0.0 0.0 8.982E+04 82.46 0.0 0.0 3.757E+04 81.68 0.0 0.0 8.520E+04 81.45 0.0 0.0 1.012E+05 81.43 0.0 0.0 3.346E+05 81.43 0.0 0.0 1.330E+06 80.94 0.0 0.0 2.587E+05 80.92 0.0 0.0 1.280E+05 180.62 0.0 0.0 9.666E+04 178.67 0.0 0.0 1.271E+05 78.18 0.0 0.0 1.781E+05 78.06 0.0 0.0 8.587E+05 78.05 0.0 0.0 4.761E+05 78.06 0.0 0.0 8.938E+05 78.04 0.0 0.0 6.830E+04 77.92 0.0 0.0 3.701E+05 77.57 0.0 0.0 5.520E+05 77.57 0.0 0.0 9.696E+05 77.55 0.0 0.0 1.517E+05 77.14 0.0 0.0 4.334E+05 76.55 0.0 0.0 2.212E+05 75.49 0.0 0.0 1.301E+05 74.59 0.0 0.0 2.666E+05 174.10 0.0 0.0 1.991E+03 73.92 0.0 0.0 4.BSOE+04 74.37 0.0 0.0 3.757E+05 74.32 0.0 0.0 1.976E+05 FEET MAX. LENGTH LENGTH MAXIMOM DEPTH IS OF OF NNCTION BELOW GROUND SURCHARGE FLOODING AREA ELEVATION (MIN) (MIN) (SQ.FT) ------ - ---- - ------- -------- -------- 73.67 0.0 0.0 2.704E+05 173.72 0.0 0.0 1.406E+06 �i6 i� N ' � � i , ' � ' W w , � 0 � 3 � � , ' ' � ' ' �E E a m , CC O .� � n ' �� c N v a m�� w�� c v a a a�� a c� w w v c w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W t� d' C ifl W 01 t� t� O� t+1 N t�l O C1 �O rvl r+l m rl W�D N D N c0 '-I lO (V h t� CD �fl rl lV ¢� t� lD r-I N r+1 l0 N N l� lD t+f N h t�t N �fl r+l l0 d' (V l0 m!+1 Ol O O� 01 1� .i O l� O t+f h d' N(V r-I 10 T N �+1 �fl h ifl O 10 t� r-I t+l O ri ifl O r-I h �O l0 c+f l0 h l0 �O �+1 N r-I N O� r-V �O N �O N �fl O� t+l N 111 iO t+l N N iD rl N Ifl N'-I m t� lD ri l0 rl N N N d' t+t d' N N rl rl N o� d' ifl �D rl N if1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-I �O f� C rl 01 ifl N l�1 01 rl O t�1 C I(1 lD t�l Ifl m("1 l0 N O� UI (V lfl Ifl O f� O O m r-I CO �-1 t"1 O in m a io ri r m m� m M� m in �o �-+ �o r�� io m�o a� a w m � r a�v o�,� N a o c'1 c+� N r-I O 0� m N r+) �+1 O1 W(V � O O O O N O� aD !� l� Ifl V/ d' O O O� 01 0� aD c0 m O r-1 a0 r r r � � io �o �o �o in c m r� r� �n M r� r� io in �n �n in in �n �n in �n a c a c a r� r� �n a .� ,1 .a ,ti � ,� � ti ,� ,� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t+1 C t�1 O N� � O c0 O O O N N N rl l� O� o] l� t� C t"1 rl (`] O t�l �O T 01 t� N(V � O O t+l rl r1 C C cn r�t t+t t+1 N � M N N N N N N N t"1 (V �� t+1 t+1 ry ry ry ry ry(V N[V N N N N N(V (V h N N N N N N N(V N(V CV N N �"1 t"1 N N N c"1 r-I r'I e� ri ri ri �-I r� ri 'i f'1 .-I ri ri r'I .-I ri ri ri r'I f-1 ri r� ri r'1 `-I N ri rl r-1 r'I �-1 ri ri ri r'I e-1 2�^� M a a c a N� v m w M M� N a� p W E� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H W � + + + + + + + + + + + + + + + + �F . i W W W W W W W W W W W W W W W W [J Q' i ifl r r d' �fl rl if1 O lD C�f/ (V N rvl �+1 d' Z (/] � ry h �O N N aD d' O(V d' 01 C 01 d' r-I l� J � t+l T f0 rl C 10 [V Ifl �O �-1 O N l0 N h r+l 7 . . . . . . . . ' �fl lfl h d' N d� d' d' �O rl d' �O (V 1� O� N � 5 Z � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ei-+ � i . . . . . . . . . . . . . . . . C9 q z� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 aoo�� w � w Ec9 � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a°a�� m � (� ��O d' d' N m�O d' d' (V O 01 01 N d' C O � mmmmro�io�oc� aininr��n �v�00 � �rr�rrrrincnmoo�� HrkH � aaaaacaaaccca�wa�c F x � FC � .-i � ,-i W F 3 > w a O w wwaa� caww � w i o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cn w w ',z � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 z O(7 � O� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z W � � W � a � o cn w U W � �oiofna��n�rr�o�carro r7 U rl r1 rl rl .-1 r1 tn rl rl r'1 o w zz� O E W H � N H W � i � E O � f"1 f�l M t�1 t+t f�'1 f�'1 t+l N N N c"1 t"1 t"1 f�l N � (J . i r� ri fi .i � fi ri ri r-I r-I '-I 'i ri ri f-I r-1 H O x � • # k [ti # # .-. 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Q W EH W�� mmm,�riC uim� r+�rn�o in�o r m r mmmom � oo c�m�oo n� omm� o�m � U fC "' ��Il f-I rl .-I li rl M t+t t�'1 d' .--I ri rl rl rl r-I rl ri N rl N N N N N N t+t t�l d' d' t+1 t+t d' d� C 5 O � W I �i H W VI 'y � O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O � Q Q O Q^ i O�O tD O O O O� O O lf1 O O O O m O� O O O O O O O O O O O O� t� d' a1 O N O N aD d' O rl 3 �rkE H � oinui000tic�oi00000��m0000000000riinrmmmo�nrir+o�n p.,' W U� W i O'-I �-1 O O O(V N O N O O O O N N N O O O O O O O O O O nl M M f"1 t"1 d' O W d' u1 O�fl W O a W W� i rl ry N(V N N N N rl �-I N N N N rl N.-I N(V �1 N w x p a a a �w u a� a � a� z � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O� CZ10^ i 000��.aoo�o��00000��-+��o�o��-+0000000000�o r.0 W ] H F� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C7�+ O rL w i o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �y i (�' ,� i rl rl rl N(V N�� N� N N N.�1 �-1 rl rl rl N N N N rl N.-I N N r-V rl rl rl .-1 .-I �-1 rl rl �I N'-I a°o �a r.0 � [�7 � 2a i oouiooin000cvc�mmoouirmmo�uioin0000000in0000ino O W � O.-1 rl N r� t"1 C i11 l0 �O 10 l0 l0 l0 l� c0 aD N tD m 0� 01 O� O O f-1 N f�l C t11 �O h l� m rl N t�l t1 d' r-i cq � ,�0000000000000000000000�.a.�+��.-��00000 E. � � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U z i C v1 ul �tl vl u1 �f1 ul ul �rl ul if1 u1 u1 u1 ul ul itl ul u1 u1 ul ul tn itl tfl u1 u1 Ul ul ul u1 �n ul �D �o �D tD �o Proposal/�r Planning Purposes Only/Contingent on Final Business Approval . . . M k # Y Vj # x U k k ~ k + E+ * + + V] � Y # H • x + « F k + FC � k # k (-I # + � u� • Y * w Y Y � k Y k * a. k I.� � k � M k # � + M * # � # i� (f1 # � x k # A x Z • � + r O + « H + � E+ . * # + U + + � z • + � w � k *k h � + • M � . k k # � ri N O1 � � h � � � � � � � � � ! � � � � � � � � � Sunction Summary SWNIM OUTPUT FILE ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350) 100-YEAR/24-HOUR DIJRATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS UPPERMOST MEAN MAXIMUM TIME GROUND PIPE CROWN JUNCTION JUNCTION NNCTION OF JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. -------- --------- -- - '-'--- -------- -- 60050 100.00 53.20 43.89 0.0008 50.15 12 14 60060 100.00 55.90 47.27 0.0006 51.65 12 13 60070 100.00 56.00 48.43 0.0008 52.97 12 15 60080 100.00 56.90 49.03 0.0008 54.41 12 15 60082 100.00 60.40 54.26 0.0004 55.86 12 38 60084 100.00 100.00 54.68 0.0001 56.88 12 37 � 60090 100.00 57.90 49.66 0.0008 54.94 12 9 p 60092 100.00 58.00 51.07 0.0007 55.02 12 14 � 60100 100.00 56.00 51.30 0.0010 55.42 12 10 � 60105 100.00 100.00 52.94 0.0001 55.48 12 8 - 60110 100.00 58.75 53.57 0.0005 55.65 12 32 T 60115 100.00 100.00 54.65 0.0001 57.97 12 39 O � 60120 100.00 100.00 66.08 0.0002 69.76 12 6 � 60130 100.00 100.00 69.01 0.0002 72.71 12 4 7 70010 100.00 27.20 17.29 0.0006 22.07 15 46 � 70012 100.00 24.50 17.73 0.0008 22.07 15 45 � 70014 100.00 100.00 18.45 0.0001 22.07 15 45 �U 70020 100.00 25.50 17.68 0.0007 22.07 15 44 C 70030 100.00 26.90 18.37 0.0008 22.08 15 46 O 80010 200.10 200.00 22.24 0.0000 26.58 13 11 � 80012 100.00 27.50 22.28 0.0008 26.58 13 12 y 80020 200.10 200.00 22.34 0.0000 26.58 13 12 � 80030 100.00 28.10 22.34 0.0008 26.59 13 12 7 .L 80040 100.00 30.40 22.38 0.0007 26.59 13 12 (j 80050 100.00 29.00 23.01 0.0018 27.29 12 45 � 80060 100.00 29.00 23.06 0.0075 27.63 12 40 7 � 80070 100.00 29.00 23.12 0.0071 27.77 12 41 � 80075 100.00 100.00 23.12 0.0001 27.71 12 41 � 80080 100.00 33.83 25.07 0.0008 29.38 12 3 � � 80090 200.10 200.00 26.78 0.0000 30.16 12 3 � 80100 100.00 100.00 27.84 0.0001 33.61 12 4 T 80105 100.00 44.70 26.63 0.0004 33.72 12 4 y 80108 100.00 100.00 32.06 0.0001 34.49 12 56 W 80110 100.00 52.77 37.16 0.0006 44.38 12 0 C 80120 100.00 52.70 37.76 0.0020 49.78 12 0 y 80130 100.00 57.10 48.61 0.0006 54.03 12 1 N 80140 100.00 64.90 52.59 0.0013 60.63 12 0 tyn 80150 200.10 200.00 57.03 0.0000 61.36 12 0 � 80160 100.00 100.00 59.55 0.0001 61.47 14 16 � m � ..<t..++.:r+++•.•xxx....+x..+•x.+�+.+s:....++>+.,r++::r<+..x+. � J U N C T I O N S U M M A R Y S T A T I S T I C S * :.x....:..+•.:e+•+.+.++.+.+....:+.+.>.�•��++:.....:..•...e+. FEET OF SURCHARGE AT MAX ELEVATION 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ALLIGATOR CREEK WATERSHED MANAGEMENT PLAN (741350) 100-YEAR/24-HOUR DURATION DESIGN STORM EVENT; EXISTING 2003 CONDITIONS FEET MAX. DEPTH IS BELOW GROUND ELEVATION 49.85 48.35 47.03 45.59 44.14 43.12 45.06 44.98 44.58 44.52 44.35 42.03 30.24 27.29 77.93 77.93 77.93 77.93 77.92 173.52 73.42 173.52 73.41 73.41 72.71 72.37 72.23 72.29 70.62 169.94 66.39 66.28 65.51 55.62 50.22 45.97 39.37 138.74 38.53 LENGTH OF SURCAARGE (MIN) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LENGTH OF FLOODING (MIN) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MAXIM[JM JUNCTION AREA (SQ.FT) 3 514E+04 1.140E+04 2.248E+04 4.374E+04 2.727E+03 2.256E+05 4.516E+04 8.297E+04 7.317E+04 2.842E+05 4.527E+03 3.469E+04 3.206E+04 3.868E+05 1.878E+05 7.223E+04 1.052E+05 1.381E+05 2.076E+04 1.084E+05 4.717E+04 1.151E+05 1.lO1E+05 4.654E+04 1.489E+04 7.366E+04 8.509E+04 5.813E+05 1.666E+04 1.794E+04 1.320E+05 4.314E+04 5.289E+04 1.109E+04 8.698E+04 7.631E+04 4.036E+04 8.619E+03 9.719E+04 UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN NNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCIIARGE FLOODING AREA NUMBER (FT) (FT) (FT) $ CI-IANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) - - ---'- --------- - - ------- -------- '-------- -------- --------- ------------ ---'----- --- 90010 200.10 200.00 21.37 0.0000 26.36 13 12 0.00 173.74 0.0 0.0 4.348E+05 90020 100.00 100.00 21.16 0.0001 25.73 13 55 0.00 74.27 0.0 0.0 1.192E+06 90040 100.00 34.00 25.10 0.0004 28.09 12 2 0.00 71.91 0.0 0.0 9.694E+03 90050 100.00 44.00 36.54 0.0003 37.96 12 0 0.00 62.04 0.0 0.0 3.695E+03 July 09, 2013 5 � 6 � � M m � 0 0 0 + + + www � a v r � N M �O N if1 M ifl O O O O O O O O O O O O h O '-I a'-I d� O H � N N w d� d� C� H ri r� a � � � O O O � O O O O O O 7. il N E 7 � 0 ,� u U � h N rl .-I (V N (V .i ey � t+l O 01 � r � N d� C � � � C O e� O O O 0 0 0 0 0 0 0 0 0 c rn � o rn io O O N N N N O O O O1 O O t� O O If1 O O N .-I O O O O rl O O O O O O O ri ry ri O Ifl O io �o r 0 0 0 0 0 0 m rn m Proposal/For Planning Purposes Only/Contingent on Final Business Approval i � i o I ry rn 0 >. f-1 I h ' ' ��J IJ ��' ' , , ' � ' I'� ' � �� ' ' ' ' PROJECT NO. 201322 APPENDIX G Proposal/For Planning Purposes Only/Contingent on Final Business Approval �, ' Kevin Bynum ' ' ' ' ' ' From: Sent: Elliot.Shoberg@myClearwater.com Friday, May 17, 2013 2:55 PM To: Kevin Bynum ��• Phuong.Vo@myClearwater.com; Tasheena.Spearman@MyClearwater.com Subject: RE: SCS Method for Stormwater Design Sounds like it should be acceptable and reduce discharge rates from the site. Thanks ES From: Kevin Bynum [mailto:kevinC�lonaandassociates.com] Sent: Friday, May 17, 2013 2:50 PM To: Shoberg, Elliot E. Cc: Vo, Phuong; Spearman, Tasheena Subject: RE: SCS Method for Stormwater Design Elliot, , Yes, the pre-developed analysis would be based on raw land with a CN of 74 and would disregard any existing improvements or impervious areas. The pre-developed analysis and the post-developed analysis would both use the SCS method and a Type II Florida Modified rainfall distribution curve. Neither the rational method nor the modified rational method would be used because the drainage area and property ownership is over 10 acres in size, and the ' allowable rate of discharge from the post-developed facility would be based on the pre-developed analysis with a CN of 74. � ' ' ' � Thank you, Kevin M. Bynum, PE Senior Civil Engineer Long & Associates Architects/Engineers, Inc. 4525 S. Manhattan Avenue Tampa, FL 33611 (P) 813-839-0506 (C)813-625-5772 kevin@lon�andassociates.com www.lon�andassociates.com IMPORTANT NOTICE!: This Email, (including attachments) are covered by the Electronic Communications Privacy Act, 18 U.S.C. §4 2510-2521 Private, Confidential and Privileged. This email message, including any attachments, is for the sole use of the intended recipient and may contain privileged and/or confidential information. If you are not the intended recipient, you are hereby notified that any unauthorized review, use, disclosure, or distribution of this electronic information and/or any attachment is prohibited. If you have received this email message in error, please notify the sender immediately and then delete the electronic message and any attachments. ' From: Elliot.ShobergC�mvClearwater.com [mailto:Elliot.Shobera@myClearwater.com] Sent: Thursday, May 16, 2013 2:43 PM To: Kevin Bynum , Cc: Phuong.Vo myClearwater.com; Tasheena.Spearman@MyClearwater.com Subject: RE: SCS Method for Stormwater Design ��I ' 1 Proposal/For Planning Purposes Only/Contingent on Final Business Approval ' ' , Sounds like that would be fine. So you plan on going back to raw land and then meeting the rest of our criteria with the construction of a new facility? Thanks ES From: Kevin Bynum [mailto:kevinCa�lonaandassociates.com] ' Sent: Thursday, May 16, 2013 9:21 AM To: Shoberg, Elliot E. Subject: SCS Method for Stormwater Design tElliot, During a previous conversation with you I understood that the City does allow the use of the SCS method for projects ' greater than 10 acres. For an existing property undergoing redevelopment the underling land cover CN is: Open Space — Good Condition (Hyd Grp C) CN=74. I understand the City does not always give credit for exiting impervious area. Therefore, is it acceptable to the City to use the SCS method and the Type II Florida Modified rainfall distribution curve with the base CN of 74 (taking no credit for existing impervious) to determine the allowable discharge rate and sizing of the stormwater detention system? Thank you, Kevin M. Bynum, PE Senior Civil Engineer Long & Associates Architects/Engineers, Inc. 4525 S. Manhattan Avenue Tampa, FL 33611 (P) 813-839-0506 (C) 813-625-5772 kevin lon�andassociates.com www.lon�andassociates.com IMPORTANT NOTICE!: This Email, (including attachments) are covered by the Electronic Communications Privacy Act, 18 U.S.C. 4§ 2510-2521 Private, Confidential and Privileged. This email message, including any attachments, is for the sole use of the intended recipient and may contain privileged and/or confidential information. If you are not the intended recipient, you are hereby notified that any unauthorized review, use, disclosure, or distribution of this electronic information and/or any attachment is prohibited. If you have received this email message in error, please notify the sender immediately and then delete the electronic message and any attach ments. 2 Proposal/For Planning Purposes Only/Contingent on Final Business Approval