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FLD2013-04017AM Planning & Development Departme ckarwater Flexible Development " .1 '_ " r. ;; Attached Mixed- qi IT IS INCUMBENT UPON THE APPLICANT TO SUBMIT COMPLETE AND CORRECT INFORMATION. ANY MISLEADING, DECEPTIVE, INCOMPLETE OR INCORRECT IN. INVALIDATE THE APPLICANT, BY FILING THIS APPLICATION, AGREES TO COMPLY WITH ALL APPLICABLE REQUIREMENTS OF T COMMUNITY DEVELOPMENT Or FIRE DEPT PRELIMARY SITE PLAN REVIEW FEE: APPLICATION i PROPERTY OWNER (PER DEED); Instrument Transformers Inc. MAILINGADDRESS: P.O. Box 4900 Dept. 201 PHONE NUMBER: 727 - 687 - 3125 EMAIL. Ray.Penkalski @ge.com AGENT OR REPRESENTATIVE. Rav Penkalski MAILING ADDRESS: 1907 Calumet Street, Clearwater, Florida 33765 PHONE NUMBER: 727 - 687 - 3125 EMAIL- Ray.Penkalski @ge.com ADDRESS of SUBJECT PROPERTY: 1925 Calumet Street Clearwater Florida 33765 PARCEL NUMBER(S): 01- 29 -15- 00000 - 340 -1500 LEGAL DESCRIPTION: See attached sheet "Attachment A" PROPOSED USII Light industrial manufacturing DESCIRIPTION OF REQUEST: For clarity. the specific deviations beina reauested are delineated and described on SpecificoPy identify the request Sheet No. C2.1 of the submitted plans. (incicade all requested come flexibility; e.g., reduction in required number of parking spaces, height, setbacks, lot size, lot width, specific use, etc.): Planning e. development Department, lag S. myrtle Avenue, Clearwater, FL 33756, Tel: 727 - 562 -4667; Fax: 727-562-4865 Page 1 of 8 Revised 01112 Planning & Development Department Clarwater Flexible Development Application Data Sheet PLEASE ENSURE THAT THE FOLLOWING INFORMATION IS FILLEa OUT, IN ITS ENTIRETY. FAILURE TO COMPLETE THIS FORM WILL RESULT IN YOUR APPLICATION BEING FOUND INCOMPLETE AND POSSIBLY DEFERRED UNTIL THE FOLLOWINIV APPLICATION CYCLE. PROPOSED USE (new use, if any; plus existing, if to remain)- Light industrial manufacturin SITE AREA, 772,704 sq. ft. 17.74 acres GROSS FLOOR AREA (total square footage of all buildings): Existing7 175.529 sq. ft. Proposed: 188,049 — sq. ft. Maximum Allowable: 579,528 sq. ft. GROSS FLOOR AREA (total square footage devoted to each use, if there will be multiple uses): First use: 3133,578 sq. ft. Second use: --- Third use: FLOOR AREA RATIO (LoLdt square footage of all buildings divided by the total square footage of entire site);. Existing: 23% Proposed: 47% Maximum Allowable: 75% BUILDING COVERAGE/FOOTPRINT �1" floor square footage of all buildings): Existing-. 138499 — sq. ft. t 17.9 % of site) Proposed 175.796 sq� ft, f 22.8 Y. of site) Maximum Permitted: -- 579,528 sq. ft. f 75 % of site) GRE EN SPACE WITH] N VEHICULAR USE AREA (green space within the parking lot and interior of site; not perimeter buffer]: Existing: 33,236 sq. ft. 4.3 %of site) Proposed- 21,070 sq. ft. 2.7 % of site) VEHICULAR USE AREA (parking spaces, drive aisles, loading area)� Existing: 196 .?_1 74 sq. ft. 25.4 %of site) Proposed: 204,537 sq. ft• 26.5 V. of site) Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727 - 5624567; Fax: 727-562-4365 Page 2 of 8 Revised 01112 IMPERVIOUS SURFACE RATIO (total square footage of inipervious areas divided by the total square 1`00ti3ge of entire site); ExiSting: 61% Proposed: 79% MaXil'r)LIM Permitted: 95% DENSITY (units, roams or beds per acre): BUILDING HEIGHT. Existing: Existing: -36' Proposed: --- Proposed: 34' .. ..... ..... . . Maximurn Permitted: Maximum Permitted: 50' OFF-STREET PARKING: Existing: Note: A parking demand study must be provided h) conjunction with any request Proposed: 380 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? s 141 million ZONING DISTRICTS FOR ALL ADJACENT PROPERTY: North: See Attached Map _Z7_1____.__.. South: See Attached Map Z-1 ... ...... . .......... Fast: See Attached Map Z-1 .. ....... ... . ............... .. .. .. .. .... West: See Attached Marl Z-1 STATE OF FLORIDA, COUNTY OF PINELLAS I the LjndersJgned, acknowledge. that all Sworn to and subscribed before me this day of representations rnade in this application are true and 1� 9 . .. ........ . to me and/or by accurate to the best of my knowledge and authorize City representatives to visit and photograph the who is personally known has property described in this application. produced . .. .. .. ........ ........ as identification. properly OWHer OF rt�pleSUHWUVU My commission expires: .0y P R NolM Public State of Florida Virginia V Souther My Commission EE $43230 Expires 12JI912016 EiEl Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 3 of 7 Revised 01/12 1. The proposed development of the land will be in harmony with the scare, hulk, coverage, density and character of adjacent properties in which it is located. 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. 2. The proposed development will not hinder or discourage the appropriate development and use of adjacent land and buildings or significantly impair the value thereof. 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 evelopment r ulting In an increased value of real estate for the surrounding property owners. 3. The proposed development will not adversely affect the health or safety or persons residing or working in the 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 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 proposed development is designed to rninirnize traffic cungesdurg. The proposed develo�mentL should it row teed, would ilztarove localized traffic flow and has multiple access oints with good access to both Calumet Street and Hercules Avenue. 5. The proposed development is consistent with the community character of the immediate vicinity of the parcel proposed for development, The ro osed develo ment sh l i r w l n i n wi h h mm ni h r r in h imm vicinity and promotes growth and development. This area is primarily an Industrial and Manufacturing area which is consistent with the propose eve opmen . 6. The design of the proposed development minimizes adverse effects, including visual, acoustic and olfactory and hours of operation impacts, on adjacent properties. 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 & Development Department, 100 & Myrtle Avenue, Clearwater, Ft 33756, Tel. 727 -5 6.2- 4567; Fax: 727- 562 -4865 Page 6 of 8 Revised 01112 1, * SEE ATTACHED SHEET "ATTACHMENT B" 2, * SEE ATTACHED SHEET "ATTACHMENT B" 3, * SEE ATTACHED SHEET "ATTACHMENT B" 4, * SEE ATTACHED SHEET "ATTACHMENT B" s, * SEE ATTACHED SHEET "ATTACHMENT B" 6, * SEE ATTACHED SHEET "ATTACHMENT B" 7. * SEE ATTACHED SHEET "ATTACHMENT B" 8. * SEE ATTACHED SHEET "ATTACHMENT B" Planning A DeveloWne nt Department, 560 S. Myrtle Avenue., Ciearwater, FL 33756, Tel. 727 - 662.4567; rax: 727- 562 -4865 Page 7 o1 8 Revised 01112 PlaUtiing &DdVe':1•pmeM Departmem ...O.Cle�aml ater FleXi'ble:Devt�lopme-UtApPittaloo� A avitt-'oAUthOiUeA eon e,.Iprlosetitat�ive 1. PrOvide hamesofall property owners on clevd:—FRMVU116�rhe�: C - KK46]?_E 2, That (I aM/we. ore) the owner(s) and reord title holder(s) of -the f0lloWiog d0scrib.nd.prp t P4 1925 Calumet Street oe_ ArL Clearwater, FL 337E .3. That this property wnstjtutps the peppprt.. for which a req t Abe . r" oes 0(desc vest): Flexible infill development approval 4- That.the undersigned (has/have) appointed and (does/dd):appo1nt; Kevin M. Bynum,-PE �g (hig/thpir) agent(s) to PwArtito any petition t or other dlocumsw hetosqaryto affect.such potition; S. That thi's affidavit has been bxgcureid to Induce the City of Clearwater, Florid! to con gider, end a4t pry the above da5cribed 6. Thaf site visits to the property are necessary by City rep.Msentatives"!W order to process this applicatlon, and the owner authorizet City representallves to visit grid Photograph the-proparty,detcelbed in this application; 7. That #/wq), the undersigned zuthorRy hereby c iN t a the foregoing is true and correct, iCAI- Prokky_dWrier Propeety Owner Property Owner Property Owner 812FORE 6FFI0 fR bQLY OOM i -.p sy T�,5 M: 'Tk 0 I�JDA, ON F M N� �A 6F 9 VATI� P FL6 T"Is DAYOF PERSONALLY APPEARED WHO RAVINGj BF-EN FIRST DULY �$W_ORN HEISHE MLYONDERSTANDS T'JiF j,30NTENT$:QF THE-AFFID n M T THAT HE/SHE SIGNED. MV offimisslon Expires, P Imnin 0 sk Deve to pyne" t 060 rtmon. t, 100 S. M yrtle AV anti 0. Cl" MAW� -Ft., 33756, To 1: I27 562-06 F; FAX: 7 27 - N40 of a ATTACH ME NT 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 8922'21" 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 WESTERLY RIGHT -OF -WAY LINE, A DISTANCE OF 171.55 FEET TO A POINT ON THE NORTHERLY RAILROAD RIGHT -OF -WAY LINE; THENCE N 7255'04" 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 89'20'46" E, A DISTANCE OF 60.00 FEET TO A POINT ON THE EASTERLY RIGHT -OF -WAY LINE OF CALUMET STREET; THENCE N 0013'30" 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 4516'32" 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 8910'50" E, A DISTANCE OF 64.47 FEET; THENCE S 0022'39" E, A DISTANCE OF 239.75 FEET; TH ENCE S 8910'47" E, A DISTANCE OF 199.99 FEET; THENCE N 0017'42" W, A DI STANCE OF 30.00 FEET; THENCE S 8914'51" E, A DISTANCE OF 292.98 FEET; TH ENCE S 0018'15" E, A DISTANCE OF 100.01 FEET; THENCE S 89 '04'29" E, A DI STANCE OF 100.00 FEET; THENCE S 00 '08'54" E, A DISTANCE OF 147.04 FEET; TH ENCE S 8929'24" E, A DISTANCE OF 134.44 FEET; THENCE N 00 '03'15" W, A DI STANCE OF 46.50 FEET; THENCE S 8921'51" E, A DISTANCE OF 160.78 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT -OF -WAY LINE OF HERCULES AVENUE; THENCE S 0018'24" E, ALONG SAID WESTERLY RIGHT -OF -WAY LIN E, A DISTANCE OF 108.39 FEET; THENCE N 89 '21'35" W, A DISTANCE OF 394.98 FE ET; THENCE S 0015'33" E, A DISTANCE OF 46.10 FEET; THENCE S 89 '20'48" E, A DIS TANCE OF 395.00 FEET TO A POINT ON THE AFOREMENTIONED WESTERLY RIGHT -OF -WAY LINE OF HERCULES AVENUE; THENCE S 0012'55" E, ALONG SAID WESTERLY R IGHT -OF -WAY LINE, A DISTANCE OF 49.80 FEET; THENCE N 8924'28" W, A DISTANCE OF 358.76 FEET; THENCE S 0019'57" 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 �a 4 I HERCULES AVE.. 9. ZONING MAP JOB NO.: SCALE: 201322 1 200' DRAWN: KMB z- LONG & ASSO CIA TESAAC001624 EB 1828 CHECKED: A KMB ENGINEERS/ARCHITECTS, INC. MANHATTANCENTER 925 S. MANHATTAN AVE DATE: REFER DWG: PHONE: (W) &SW TAMPA, FLOPEA Wi 1 04.29-13 FA)L (B13) B"16 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 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 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 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, provides for appropriate buffers, with enhanced landscape design and appropriate distances between buildings. Proposal /For Planning Purposes Only /Contingent on Final Business Approval G LL ° . arwater � �� 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 COMMU.NITY 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, �f1C. MAILING ADDRESS: P. �. BOX 4900 D@pt. 2O'I PHONE NUMBER: ]27 - 6$] - 3�25 EMAi�: Ray.Penkalski@ge.com AGENT OR REPRESENTATIVE: Rav Penkalski MaiuN� a��RESS: _GE Multilin Transformers, 1907 Calumet Street, Clearwater Florida 33765 PHONE NUMBER: �27 - 6$] - 3�25 EMAi�: Ray.Penkalski a(�ge.com ADDRESS OF SUBJECT PROPERTY: � 925 CalUfll@t Stl'2@t, Clearwater, Florida 33765 DESCRIPTION OF REQUEST: _ �Iqht II1dUStfla� t11at1UfaCtUfltlg Specifically identify rne request See attached letter from Anderson/Lesniak Limited (include oll requested code flexibility,• e.g., reduction in required number of parking spaces, height setbocks, lot size, lot width, specific use, etc.J: STATE OF FLORIDA, COUNTY OF PINELLAS I, the undersigned, acknowledge that all Sworn to and subscribed before me this � D day of representations made in this application are true and �'v 1� � �� . 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 d scribed in is application. � w f � produced � �� as identification. J. CHAPPELL Commission # EE 081081 of property owner or representative Notary public�� `j"' �� — l 'r�� ' BaMMdTMuTroyFefilneuerqg8pp.3g5.7019 �rrw� My commissi ra.ex�i"res: Planning & Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 1 of 2 Revised 01/12 LL ° , �rwater �� Planning & Development Department Comprehensive Landscaping Application Flexibilitv Criteria PROVIDE COMPLETE RESPONSES TO EACH OF THE FIVE (5) FLEXIBILITY CRITERtA 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 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 Limited 5. Specia/ 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 8 Development Department, 100 S. Myrtle Avenue, Clearwater, FL 33756, Tel: 727-562-4567; Fax: 727-562-4865 Page 2 of 2 Revised 01/12 �►�,�--� r � COMPREHENSIVE LANDSCAPING APPLICATION — FLEXIBILITY CRITERIA July 10, 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 and east 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 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 wil� be transformed from an industrial environment with littie greenspace to a �ushly 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 estheticaily 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 wi�l 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. Tree Inv�n�ory G� ITI � 19Q1 Calumet S�ree# Pr+��red �y: t�lan May�erry, Consutting Arborfst Pr�epared �or: Long & Assaciates Archite�ts/Engineers, inc, �fhe faliowing re�ort is submitted by Aian Mayberry, Cansuiting Arbvrist, ar�d includ�s fiindin�s that t beti�ve are accurate based an my educatior►, �xperience and knowled$e in fih� fietd af .._. . ... __.-�rboricuiture.� i. have n� _interest persc�nally_or financially in_th#s- �aroperxy _and �my -repart is_ ...._.._ ._._ factuaE and unbiased. iree inventory Ov+�nriew Th� f+�llowing tree ir�ventory provi�es an overall conditiran rating for all tr�es located an the subject praperty that are within the scope of the propose�t work and defined a� prateGted 'Crees by the pravlsions of the City of Ciearwater Code of +Drdinan��s. This repart alsa includes ir�v�rsrvct �1��ri;�r �r�c: ��c�ci�s �!-�at are located within th� sco�e of tM� nsw work but ar� exempx from cod� prc�visior+s. `Chey ar� incfuded because they are growin� within the existin� parkln� lat ar�as and pr�se a threat to cause praperty damage ar personai injury and ean creat� a malntenance nuisanc� due ko their invasiv+e characteristics, Th� ov�rall condition rating refiects an assessmenti of a tr�e's health, s�kructural integrity and to ,� ;w��,�.F�x,� �,,�� ;, ��H�� r�w� ��t�.��w ��=.��ct,is��ion. The subject property is an fridustrlai use ��c�nsisting ofi i��;ldir�� d �sscrciaiec� �arking lots. The sl#e contains native trees �hat have b��n pianted in int�ri�r 1ar►ci�cap� islands most lilcely ta� rn�efi cizy lands�cape c�de requir�ments. �'he native tree 5�@C��'S �i1C�l,lt,�� 1@ ��V@ A"t��C �QtlE'1'CtIS Ijl!'C��ti�ffiif�� tii�i��?i e�t+'�t ;K"_��:*��rrti {'rag�r�i�'`r,�lt�d; ;:1l�t? �;qES„ Snuth�rn m�gnc��ia (rl9agno�ia �randiflvraj. in a�tditiarr, i�� sfte c�t�t�ir�� ar� a��rnd�n�� vf tt�� inv�sive exotic wom�n's tongue tree �Alblzla t�;�be�k�; Th�� ;?PCt�s ��ar� �s in�lt�tr��.��I� �rifhin ,'s�}i�ae"ic_�� i.a�ac_iyt;ri�::< ir.i•��s�.i�; �F�s�,i ,�±r ii��c;��ici�i�a tl��i" ��l$ W�S� 111t� 5011Cf1 �?i't7p�i�� 11E.'S. �il �C�t��011j the hi�hly invasiv� Braxifia� pepper tr�� Seh/n�s t'erebinthifolius) occurs within the thickets. rh� �re� ir�u�n�or�y rafies inciividu�i trees and prauides recr�mmendati+�ns far removai t�r retenxio� o� the tr�e as we11� as maintee��r�+�� ,��r�:s�s�=.==�-.�:_'., �_ �°:= '�_�= =�_:��:vc�rr�m�nded fQr �reservation, The Tree tnv�ntary t7ata sectian which fcrtl4w� th� tree �nv�ntary pravides an �xpianation of Che rating system and how indiui�ual tirees are scored. -��;, "< :'. � �.t� : �,��p.�<4,� , :� �yr��w�tfy v�ll� €�r 3-5 years. Nowever, events such as draught, ii�,t��tr�ir��, ri�e�:i�ar�icai �=c��ai d�mage, irceze, improper maintenance and s�vere starms ca�t dc�wn�racte the r�te� v�lca� Qf � tre�. Canvers�ty, rernediai maintenance can upgrade the value. If you suspeet tt�at � tr�e has been aciv�rs�iy ��'fected, have the tree inspected by a qualifiec� Interrrationa! Society �f Arboriculture (15A} Certifie� Arbarist, _,-� , . � , ° � :` '_:_ _�ct��,�:r�� a i��v�nt�ry re�ammendatft�ns when selectfng ::_ � .�:.: _-�r �_ ,��.�� tr��s to'f�� r�s�rv��i F�r� �xa��p1�, tre�s �r palrns rat��! 4.q and �igh�r ar� str�t�g candidat�� t� be ct�r��i��r�t� for pres�rvatior�, while trecs or palms rated 2.Q and lower shvuid be removed 1 `� , unless ptherwise na�ted in the inventory. Tre�s ar palms rated 2.S are g�neraily re�amrnend�d for removal unless remediai work is performed tv u�a�racle them. Trses or palms rated 3.n and 3.5 are av�r�ge trees that have good potential and are w+�rt�y of pres�rvation �ffc�rts, NAT�: Tree size references trunlc diameter �n inc#�es fqr �rees �measured at 4.5` abave �rade uniess the tree farks b�law �hat �oint - then the diameter is measured afi the narrc�w�st area befiween grade and the fork. �'h�s tree inventory was canducted nn t�ctober 28 & 29, 2011. Tre�e Inventory � ' 1' i! � i q01. 11",11" Woman's Tongue t�ttblxla tebbeckj �..�3 Cammet�ts: The wc�man's tongu� tree is designated as a Cat��ary C1n� invasive �xvtic tr�e by the �larida Exotic P�st Piant Council, as it threatens native pfant �ammunities by its aggres�ive ability t+o invade, c4lonixe and crowd out native plant species. Accordingly, this sp�cl�s is prc�hibi�ed frorn plantin� in rnost couniies in �lorida and is r+�quired by Sta#e Statut� or local cades ta b� r+�maved in m�st n�w deve�opmen#s. In addition to its inv�sive characteristics th� wr�mat�"s tongue tree has brit�le wood an�l is pron+� suffer freeze damage if th� temperature drops k��ow 32 degre�s. '�his specie� is assign�d a 1.0 overalf cand#tian rating arrd r�cc�mrnended �'or r�moval. Tr�e number 4U1 has th� structural de�ect of an inciuded basal ccadominant krunk whlch predispases a tre� to faiL Recornmend r�mnval. Maint�nan�� note: 5ome af the trees on this site have suffered dama�e to thc�ir lower tr�nks du� Ca the steei decks afi lawnmowers cutting through the bark. Recommend maintaining m+�lch rings around trees to prevent this damag�. 40�2. f�" Southern ma�nolta (MagnaliQ grandiflora� ZA Comments: This tree was previously topped causing severai firunks xo devclop par�ilel to each Q�her, This alignment of b►ranches witi caus� codominan# branch�s and decay due ta rubbing branches, The tree is systemicaliy heatthy but has poor strueture. In additian, the tree is �rvwing ben�ath a str�et li�ht and associafi�d wires and will sv�ntuafly have ta be prun�d to accammvdate the wir�s as this species Gan rea�h 70' in height. Recommend remav�l due to poor structur� and the tree's location bensa�th ut�lity wlres. Maintenance rratea Several tr�e�s in the invenfiory wilf be r�cornmend�d far structural pruning. This pruning is designed to imprc�ve tree strueture by subordinatin� cadominant branches and str�ngkhen�ng the c�ntra! Eeader. Trees that have been structurally prune�d are stranger �nc# I�ss 0 lik�ly to faiL�Structurat p�uning is sornewhat esot�r�c ax this time and should anly be perform�d by �rborists whn ar� accredited as Certified Arborist thraugh the Intern�tionat Socieky of Arboriculture and who know the principles of structurai pruning. 403. 11" �ive oak (Querctrs v1�`ginianaj �.5 Comments: This tr�� has good strwcture and h�aiCl�. tt itas a�irtfling roat can the west side tMat has caused an asymmetric�t base iaut the tree app�ars ta have salved this �rabiem. It wauld #�enefit frorn th+� removal nf stubs and structural pruning. Recomrnend preservatton. Mo#e: 5ev�ral of the trees in the parking tat area hav� surface r�aats ar girdfing r�ots mosfi lik�ty caused by th� tandscaper leaving th� artificial burtap around the roo�s balls a�ft�r planting. This c�uses roats to grow up and aut of the burlap or araun�d insid� the b+�rlap. If new trees a�e plant�d use a landscape company that installs tr�es p�+�r the sp�cificatians defined in �the Amerlcan Nationa! Standards institute (AN51j literature regarding new tree ins�ailatian� 404. 9" 1iv� aak 3.0 Commen�ks: This tr�e has thr�e girdiing raats and surface roots which dawngracle its conditian. it is healthy and the averali structure is �ood. �tecomrnend preservation alang with the remava! of sfiubs ar�d dead wcaod. Not�. Many of thQ trees in this inventary hav� branches #hafi hawe been stubbed off due to the proximity af parksd cars. ��ub cufis ar� imprQper cuts that icad ta decay. R�commend pruning all stub cuts ba�ek to ca{1ar cuts. Adrlitian�lly, these tre�s wlll have tv be prunect p�riadicaily tp maintain clearan�e over th� parkln� lot. AIt pruning should b� tn accordance with applicabl� AN51 A�OD standards and performed by an !SA Certified Ar�aorisic. 405, 9" live oak �.0 Comm�nts: T�e tr�e has surface rac�ts. it also has stubs and dead wraod that need to be remQVed. In addition, same branches n�ed to be raised aver th� parking Ir�t. The s�ructure and health are �ood. Recornmend preseruation. 4L16. 5" Southern magnoHa 2.0 Comrnent�: "This tcee has an 18" lon� wc�und with decay on the north side of th� trunk startin� at 2' ak�ove �rade. th� wound extends z" into the trunk. 7'he crown has law density as its systemlc hea{th has been affected by the wour�d and by lawnmaw�r injury. Rec�mmend removat as the de�ay is prvgresstv� and wii� ac�versety affeet fiM� health and strr�ceur� vf this tree. . 40�. �" l�v� oak 3 2.5 Comments: The crown af this tree is nne-sided and irregu{ar due to campetition for growing space from tree #i4q8. The health and structure are good. This firee couid remain if tree #408 is removed {as recommended) and will improve over time if pruned correctly. 4p8. 1A" laure) oak (Quercus laurifalia) 2.0 Comments: The trunk af this tree has a 3' lang seam an the west side that was probably caused by a crack. The crown is symmetrical with very high density af faliage. It has great aesthetic appeal. The tree is located S' from a retaining wall and cfase to the edge of pavement of the parking lot. The tree has surface roots exaggerated because this area is suffering from erosian. Trees #407, 408 and 409 are growing within 18' of each other and this tree has affected the grawth of the smaller live oak trees. Laurel oak trees are a relatively short-lived species and do not farm heartwoad. ConsequentJy, decay tends ta be progressive and causes structural defects years after the inception of a wound. This crack gaes deep into the trunk and has caused a canlce� on th� backside af the trunk. The decay is forming directly beneath an area of the trunk where s�veral large scaffvld branches emanate. In the interest of the future safety of the persons utiiizing this property, I am recommending remaval of this tree due to the wound on the trunk. 409. lfl" live oak 2.5 Comments: The crown af this tree is uery ane-s'rded to the narth. But the sfiructure and health are good. The tree has stubs that need removal and the crawn needs to be raised. However, there is a large low voftage wire just abave this tree followed by a rack of a three phase primary wire system. Trees #4U7, 408 and 409 will a{I be affected by the utility wires in the future. Consequently, I am recommending removal of all three trees as they are shade tree species and recommending replacement with accent type trees such as the crape myrtle (tagerstraemia indica), yaupon holly (llex vomitoria) or the dwarf cultivar, 'little gem' magnolia (Magnolia grandiftora j. 410. 6", 7'", 8" Woman's tangue S.Q Camments: Invasive exotic with cadominant trunk. Recnmmend removal. 411. 7" laurel oak � Comments: This tree forms an unequal codQminant trunk 5' above grade. The larger codaminant then forms a tightly included cadominant stem 7' above grade. The crown �s thinning, chlarotic and has very povr sfiructure. Recammend removal. 412. 16" laurel Qak 2.S Comments: This tree is located 4' from the edge of pavement of the parking lot. It has a beautiful crawn and very good systemic health. The tree has surfaCe roots that are exacerbated _ _ _ 4 _ by soil erasion at this location. The crown needs ta be raised over the parking iat. This tree has very poor structure as the trunk splits 5' above grade and farms codominant scaffold branches. This tree has a leader that couid be improved if adjacent codominant branches are subordinated, This tree could be preserved if the property owners are willing to have the tree structurally pruned annually ta reduce hazards through subordinating cadominant stems and strengthening the central leader. If there is nat a commitment to this type of pruning, I recommend removal due to poar strueture. 413. 11" live oak 3.0 C�mmenXs: The crown of this tree is ane-sided due to competition from tree #412 and to a lesser extent tree # 414. The health and structure is good. It needs pruning to remave stubs and to raise branches over the parking lat. However, in time the tree wilf improve with proper pruning. Recommend preservatian. 414. 3„j �„� �„ woman's tongue Comments: Codaminant Invasive exotic, recommend removal. 415. 8" woman's tongue 1.0 1.0 Comments: Invasive exotic. Recommend removal. Trees #A15 $e Q16 are growing in small landscape islands and the trees will uitimately cause damage to the asphalt parking lot with their raat systems if they are not removed as recammended. 416. 6» � �„ woman's tongue CQmments: Codaminant invasive exotic, recammend removal. � Note: Trees #417, 418, 419 & 420 are not growing within the existing parking (ot, but are growing in an open fietd south of the parking tot. 417. 17" woman`s tongue 1.Q Comments: This tree has extensive trunk decay and is an invasive exotic, recammend removal. 41$. 10" woman's tongue z.a Comments: This tree has extensive trunk decay and is an invasive exotic, recommend removal 419. 1�1" woman's tongue Comments: invasive exotic, recommend removal. 1.0 . _S _ _ 42p. 10" woman's tongue 1.0 Camments: Invasive exatic, recommend removal. Nate: There are dense stands of invasive exotic trees that are either on this property or immediately adjacent ta it to the west and south. These trees are aggressive and will continue ta spread and cause maintenance difficuities ta the subject property. It will be advantageous ta have these trees removed, although it may take a coordinated effort with adjacent property awners. The removal of exotic invasive species should be performed by companies with the knawledge, experience and licenses to remove these trees in a manner that diminishes ar prevents kheir regrowth. This concludes the #ree inventory. The foflawing is an e�xplana#ion of the tree inventory rating system. Tree Inventory Data A tree inventory is a written recvrd of a tree's condition at the time of inspection. It is a valuable tool to priaritize tree maintenance and remove trees with problems that could iead to failure and cause personal injury or property damage. The tree inventory lists four codes and also has a commenfi seetion. The following is a� explanation af the data used in the inventory: Tree# -(ocatiot� - Each tree is assigned a number for reference in the i�ventory that correspands with a number on the site plan that identifies the lacation of the tree in the field. Size — Tree size is a measure of the tree's trunk diameter measured at �.5' above grade. !f th�re is a fork in the trunk at that paint ttre diameter is measured at the narrowest area below the fork. Palm species are measu�ed in feet of clear trunk (C.T.). Species — Each tree is iisted by its common and botanical name the first time it is listed in the inventory. Fc�r simpircity the tree is listed by its common name khereafter. Condition Ratina — The conditian rating is an assessment of the tree's averall structural strength and systemic health. Elernents of st�ucture include; 1) the presence of cavities, decayed wood, spGt, cracked, rubbing branches etc., 2) branch arrangements and attachments, i.e., well-spaced vs. severaf branches emanating from the same area an the trunk, codominant stems vs. single leader trunk, presence of branch collars vs. included bark. Etements of systemic health relate ta the tree's overali energy system measured by net photosynthesis (foad made) vs. respiration �food used). A tree with good systemic health will have a vascular system that moves water, nutrients and phatosynthate around the tree as needed, Indicators of a healthy systemic system used in the overall condition rating include: 1� live crawn ratia �tl�e amount of live crawn a tree has relative to its mass}, 2) crown density (density of the foliage), 3} tip growth (shoot elangation is a sign that the tree is making and staring energy. __ 6 _ _ The overali candition rating also takes into consideration Che species, appearance and any uniqu� features. The rating scale is 0-6 with 0 being a dead tree and 6 a specimen. Increments of O.S are used to increase accuracy. Examples af the tree rating system are as faliows: 0- A dead tree 1- A tree that is dying, severely declining, Mazardous, harboring a communicable disease or a tr�e designated by the 5tate of Florida's Exotic Pest Plant Council as a category #1 ecological pest i.e., Brazilian pepper tree jSchinus terebinthifolius}. A tree with a rating of 1 shoulc# be removed as it is beyond treatment and is a threat to cause personal injury or property damage. 2— A tree exhibiting serious structural defects such as codominant stems with included bark at or near the base, large cavities, large areas af decayed wood, crown dieback, cracked/split scaffold branches etc. In additian, a tree with health issue5 such as iow energy, !ow live crown ratica, serious disease or insect problems, nutritional deficiencies or soil pN problems. A tree vrrith a rating of #2 should be removed unless the problem(s) can be treated. A tree with a#2 condition rating will typically require a considerable amount of maintenance ta qualify for an upgrade of the condition rating. 3- A tree with av�erage structure and systemic health and w+th problems that can be c�rrected with moderate maintenance. A tree with a codominant stem not in the basal area that will be subordinated Qr cabled and braced or a codominant stem that will soon have included bark can be included as a#3. A tree with a rating of #3 has average appearance, crown density and live crown ratio and should be preserved if possible. 4- A tree with a rating af 4 has good structure and systemic health with minor problems that can be easily carrected with minor maintenance. The tree should have an attractive appearance and be essentially free of any debilitating disease o� insect problem. The tree shauld also have above average crown density and live crawn ratio. Mature trees exhibiting scars, ald wounds, srnall cavities or other problems that are not debilitating can be included in this group particularly if they possess unique form ar other a�stt�etic amenities relating to kheir age. A tree with a rating af 4 is valuable to the property and shauld be preserved. 5— A tree with very high live crown ratio and exceptional structure and systemic health and virtually free af insect or disease problems ar nutritional deficiencies. A tr�ee in this category shouid have a balanced crown with exceptiana! aesthetic amenities. A tree in this category should be of a species that possesses characteristics inherent to longeuity and withstanding constructivn impacts. A tree with a#5 rating lends conside�able value to the site an�d should be incorporated into the site desi�,n. A tree with a#5 rating is warthy of significant site plan madificatian to ensure its pr�servation. 6— A specimen tree. A specimen kree is � tree that possess�s a combination of superior qualities in regards ta systemic health, structural strength, crown density, live crown ratio, form _ 7 _ (balanced crownj, averall aesthetic appe�i, size, species, age and uniqueness. A gr�a�t efFort shouid b� made to pres�rve a specimen tree including shiftin� structures that would advers�ly impaet the tree. �n addifiion, a specimen tree shoui� have an undisturbed area equal ta its dripline {equal tp th� branch spreadj tc� �rav+v in. C1nly an experienced anci campetent int�rnationa{ Society of Arboriculture (LS,A.} CerCifled Arborist should b� allowed work on a specimen tree. Comments: The camment ssction serves tt� note abservations relakiue Co �h� tree but not cover�d in the inventory dafia or �x�ands on infarmatit�n in the inventory data, tt may ir�clud� ...mainten�n�e-r�commendations-to-imprnve-the-tre�'s-dverall conditian-r�fiing: IC-m�y also-haue �... _. . recomm�nda�kions on whether ta remave ar preserve a tree. : RAYSOR Transportation Consulting TECHNICAL MEMORANDUM T0: FROM: DATE SU BJ ECT: Kevin M. Bynum, P.E. Long & Associates, Inc. Michael D. Raysor, P.E., PTOE RAYSOR Transportation Consulting, LLC. July 9, 2013 Parking Study GE Site - 1925 Calumet Street (G-188 Project Banner) �� qa4 � ° ""� EF� �ip{k��4 � j d � • ' ��Mr � � d 0 �� F° «" - , ,, .,: .. G, . � :.:-- � E` /9 �° `rl,;� 7�i'/3 � �fip ... . UJ. J 4. �: . ..'yjJ`� . �.�; ti� � '� =;pv .' . ��, ,. � , # " ' , r � ` �:�``� � ° °�� S� P� € 6� �G�C`� �'�. 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 167,006 square feet to a total of 363,578 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 ANALY515 The parking study was performed in accordance with the Institute of Transportation Engineers (ITE) Parking Generation (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 TAB�E 1.O PARKING DEMAND SUMMARY 110 General Light 0.75 vehicles per 1,000 ft2 363,578 ftZ 273 vehicles Industrial 140 Manufacturing 1.02vehicles per1,000ftZ 363,578ftZ 371vehicles As shown in Table 1.0, the results of the analysis identified an estimated peak period parking demand ranging from 273 vehicles to 371 vehicles. 3.O FINDINGS & CONCLUSION Pursuant to the project site plan, 380 parking spaces will be provided upon expansion of the subject project; whereas this value is greater than the estimated peak period parking demand. 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 fic � ATTACHMENT "A" - ITE Parking Generation Excerpts Land Use: 110 Genera! Light Industrial Average Peak Period Parking Demand vs: 1,000 sq. ft. GFA On a: Weekday y 600 _,_.____ a� � 500 `, � 400 � 300 � 204 -� a 100 a � p !s� 0 Weekday Peak Period Parking Demand . � � � _ � ` , � � � _ _ � __ . � I � � � � •_ ; ,,� P-0.61xt6 . � R2 = 0.81 • Actual Data Points 200 400 600 80Q! x= 1,000 sq. ft. GFA � ___ ____ ________..-----------..___.. .. _ _ l Fitted Curve - - - - Average Rate {nstitute of Transportation Engineers y 31 ATTACHMENT A- 1 of 2 Parkr� Generatron, 3rd EdfEion � ATTACHMENT "A" - ITE Parking Generation Excerpts Land Use: 140 Manufacturing Average Peak Period Parking Demand vs: 1,000 sq. ft. GFA On a: Weekday Weekday Peak Period Parking Demand �,�.. • Actual Data Points M�a�ti#ut!e tr�' Transportation Engineers 37 Parkrng Generation, 3rd Edition ATTACHMENT A- 2 of 2 G-188 P ROJ ECT BAN N E R TRAFFIC STUDY Prepared For: Long & Associates, Inc. 4525 South Manhattan Avenue Tampa, Florida 33611 Prepared ey: RAYSOR Transportation Consulting, LLC. •?""�r� 19046 Bruce B. Downs Boulevard, Suite 308 ��,��Tampa, Florida 33647 (813) 625-1699 � (813) 413-7432 fx ENB No. 27789 July 8, 2013 � � � ' ' , � � , ' , ' , ' ' ' ' ' ' 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: PRaECr: G-188 Proiect Banner LoCaTioN: Clearwater, Florida REPORT DATE: JUIY 8, 2013 PREPARED FOR: LOtI� 8e ASSOCI8te5, IC1C. 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. �fi��s�rae� �0�� '.�`ti �,� i�' ��':4�� S \ �� NAME: Mi�Pia� � � R° �irr 1?.E '�, M �r 4•� � k� E.7 IR "� N�t� . �1 ia P.E. NO.. ��:�` `,� �'�"� , �.. �— ;� � ,� DATE: .�.��f ,�l-� ' � � �:;� t � �. �i �5 SIGNATURE: 4�'�!�'.'�fi"w� 3 � r �` °� e�� f�xw�-, � �� 3 ^� �.�' �� a ,�._.>, RAYSOR Transporfation Consulting G-188 PROJECT BANNER TRAFFIC STUDY 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 SECTION 5.0 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 TAB�Es TABIE 1.0 Trip Generation Summary ........................... TABLE 2.0 Intersection Analysis Summary .................... TABLE 3.0 Roadway Segment Analysis .......................... ..................................................... 3 .....................................................15 .....................................................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 luly 8, 2013 ' ' 1 � ' lJ ' , � RAYSOR Transportation Consulting G-188 PROJECT BANNER TRAFFIC STUDY SECTION 1.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 167,006 square feet to a total of 363,578 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. i � • 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. I� ' ' ' � � � SECTION Z.O PROJECT SITE TRIP GENERATION The daily and peak hour trip generation of the project site was estimated using trip characteristic data in accordance with Trip Generation (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 1,390 daily trips, with 272 trips during the AM peak hour and 268 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 648 additional daily trips, with 138 additional trips during the AM peak hour and 131 additional trips during the PM peak hour. G-188 Project Banner - 1- Project No. 267010 Traffic Study luly 8, 2013 � RAYSOR Trans ortation Consultin P 9 FIGURE 1.O PROJECT SITE LOCATION � G-188 Project Banner - 2- Project No. 267010 Traffic Study July 8, 2013 ' RAYSOR Transporfation Consulting � , TABLE 1.O TRIP GENERATION SUMMARY Existing 196,572 sf 742 134 104 30 137 48 89 IDevelopment Total Development Upon Expansion 363,578sf 1,390 272 212 60 268 96 172 , Differential 167,006sf 648 138 108 30 131 48 83 ' SECTION 3.O PROJECT $ITE 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 IThe 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: � t—! ' , ' ' ' Roadway Sepments Hercules Avenue from Drew Street to Sunset Point Road Intersections Hercules Avenue at Sunset Point Road Hercules Avenue at Calumet Street (West) Hercules Avenue at Calumet Street (EastJ Hercules Avenue at Site Access Connection (central) Hercules Avenue at Site Access Connection (south) Hercules Avenue at Drew Street ' G-188 Project Banner - 3- Project No. 267010 Traffic Study July 8, 2013 RAYSOR Transportation Consulting FIGURE 2.1 PROIECT TRAFFIC DISTRIBUTION & ASSIGNMENT (AM PEAK HOUR - NEW PROJECT TRAFFIC) CalumetStreet West ---------------- i � � � � i i � � i � ' Pro�ect ' � , � , ' Site � � , � , � , � , � ' ----------------' Central Projed Southern Projed Driveway � '— 0 o�o �p � �, � ,�22 o� � T � o —> �, M � 16 �, m vo � � 9� 6-1, �n ', � � v � v � Q � ; � i o �n � � 0� 0� � � m �n � �10 ,� o T� �� I � � o� o �n �� 6� � T 9�, o � �22 m �n � F— 0 � � �i �0 ��—a �l T I� o —� o � o o �, " Sunset PointRoad Cal um et Street East Drew Street � NORTH N7S G-188 Project Banner - 4- Project No. 267010 Traffic Study July 8, 2013 RAYSOR Transportation Consulting FIGURE 2.2 PROIECT TRAFFIC DISTRIBUTION Sc ASSIGNMENT (AM PEAK HOUR - REDISTRIBUTION OF EXISTING TRAFFIC) Calumet Street West ---------------- i i i i i i i � , � , � Pro�ect � ; Site ; � , � � � , �----------------' Central Project Southern Project Driveway �0 0 0 0 E— p �J � l� �o o � �I T f o -� o 0 0 o —y, N N + � W -16 � -10--y y ` 0 � 0— 0— N E-� +17— +9 — � � o� + �-- 0 ,� 0 T � °+ + ; � � �I o n + � � 00 �— 0 0 0 0 <-- p � y �i �0 o � �1 T � o -� o 0 0 o --�, Sunset PointRoad Cal um et Street East Drew Street � NORTH NTS G-188 Project Banner - 5- Project No. 267010 Traffic Study luly 8, 2013 RAYSOR Transporfation Consulting FIGURE 3.1 PROJECTTRAFFIC DISTRIBUTION & ASSIGNMENT (PM PEAK HOUR - NEW PROJECTTRAFFIC) Cal umet Street West " ' _ " ' _ _ _ _ ' _ _ " 1 � 1 � I � 1 � i ; ' Pro�ect ' � , � , ' Site � � , � , � , � , l � ----------------� Central Projed Southern Project Driveway �0 o �n o � p � �, � ,�10 o-�' �l T f o —� N � � �� ti N N O E+ W 25–� 17� N �� y �i v � v � Q v � � v T N O •-1 � � 0—� 0 �, � � lD N N .--I �4 ,� o � �� m � � 0 00 m N O N � � 16� � � 25�, o N N � �10 00 ,-i ,-i E— 0 � � �i �0 5 �' �l T f o —� o � o o �, SunsetPointRood Cal um et Street East Drew Street � NORTH NIS G-188 Project Banner - 6- Project No. 267010 Traffic Study luly 8, 2013 , � ' � ' � , � ' � , � , i � � � ' � RAYSOR Transporfation Consulting FIGURE 3.2 PROJECT TRAFFIC DISTRIBUTION Hc ASSIGNMENT (PM PEAK HOUR - REDISTRIBUTION OF EXISTING TRAFFIC) CalumetStreet West ---------------- i i i I � 1 � I � I � ' Pro�ect ' � , � , ' Site � � , � , � , � , � � ---------------- G-188 Project Banner Traffic Study Central Project Southern Projed Driveway �— 0 000 �p � y � �0 o� �T� o—� o00 o �, 00 �� -13 � 32�, n N V1 ♦ Y m � v Q v � � _ � O N E-� W 0� 0 �, n � W +18� +z��, � � .� m + + � O ,�— o T � �+ + � � om � + � � �� + 000 �o �� o o � �l T � o� o00 o �, -7- SunsetPointRoad Calumet Street East Drew Street � NORTH NTS Project No. 267010 July 8, 2013 � � Cl � � ' u , � ' � � � � � L�J i 1 ' RAYSOR Transportation 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 G.O ANALY515 $CENARIOS 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 July 8, 2013 ' ' , ' ' t ' ' ' � ' ' ' � ' ' ' ' t RAYSOR Transportation Consulting FIGURE 4.1 2013 EXISTING TRAFFIC VOLUMES (AM PEAK HOUR) CalumetStreet West ---------------' i � i � i � i � � ' � ' � Pro�ect ' � ; ' S�te � � , � , � , i i i �---------------�i Central Projed Dn Southern Projed Driveway O1 °1 � 59 am.� � a N <— 603 � �, � ,�178 6� � �1 T I� �os � � � � 265 �, Q' � � � �o �� 16� 14 —1, � � m �n vm m � �n m �, � ,�— 24 v = T � v > v � 1D m � � _ � � tin � � o� � T �� o� � 0 � N f� E-' W 4� 1 �, � � N O V Vl I� V � 70 �M � �964 � �, � ,`-90 171 � � � � 816 —� �n o v 42 `� N 1D � Sunset PointRoad Cal um et Street East Drew Street � NORTH NIS G-188 Project Banner - 9- Project No. 267010 Traffic Study July 8, 2013 RAYSOR Transportation Consulting FIGURE 4.2 2013 EXISTING TRAFFIC VOLUMES (PM PEAK HOUR) Calumet5treet West ---------------- , , � � , � , � , � , ' Pro�ect ' � , � , ' Site � � , � , � , i i i � l � ---------------- Central Projed Southern Projed Driveway amN �--130 � r+ r+ � 746 � �, � ,�135 6s �' � T � 657 —� o0 o m 149�, NMN � wrn am � y 82� 99 �, � y �i v � v > Q N v � � � v 2 m � o �r � � 0� 5� V W O �t � � 1� 0 �, I� � �� 70 ,� 29 T � �n m mm � � � N 00 N � � � .� m N l0 ,-, o � '� 94 �n v � � ^� � � 954 � �, � ,�89 173 � � � � 1003 � oo .� �n 3 6 m oNO � � SunsetPointRoad Cal um et Street East Drew Street � NORTH NTS G-188 Project Banner - 10 - Project No. 267010 Traffic Study July 8, 2013 ' , RAYSOR Transportation Consulting FIGURE 5.1 2015 BACKGROUND TRAFFIC VOLUMES (AM PEAK HOUR) Columet5treet West ---------------^ i i � i � i � i , i � ' Pro�ect ' � , � , ' Site � � , � , � , � , 1 � l � ---------------- G-188 Project Banner Traffic Study Central Project Southern Projed Driveway °' °' 'C-- 59 v m .-� � a ^� � 603 � �, � ,�-178 6�� l T f �os—> �� 265 �, O1 � � n �o �� 16� 14 �, � �n m n� � �i v � v � Q N 41 � u � v Z � � .-i n � y 0� 1� 0 � N 1� E-' W 4� 1 �, � � m �n am m �— 35 ,�— 24 T� m� � � m � � oa � v � � N O ti V �/1 1� C � 70 OIVI � �m� �964 � �, � ,�90 171 � � � � 816 —� �n o v 42 N N � � -11- SunsetPointRoad Cal um et Street East Drew Street � NORTH NTS Project No. 267010 July 8, 2013 t ' � � , ' � ' ' � , ' ' � ' ' ' , ' RAYSOR Transportation Consulting FIGURE 5.2 2015 BACKGROUND TRAFFIC VOLUMES (PM PEAK HOUR) CalumetStreet West ______"_"'___.. I 1 � I � I � i i I � � Pro�ect � � , ' Site � � , � , � , I � I � `_______________�� Central Projed Southern Project Driveway ��N �130 � r+ � E— 746 � �, � �135 6s �' � T � 657 —> co o m 149�, NmN w vm � � 82� 99—y, '-1 V V W Y v � v Q h v J L _ � n O V � � 0� 5 �, V W O �t' � W 1� 0 �, � � N M Lf1 .-i � �%� ,� 29 T � V1 M Q1 M � � � N 00 N � � � .� m � ,� o � '� 94 � N � � 954 � �, � ,�89 173 � 1003 —� oo � � 3 6 n' N iO � SunsetPointRoad Calumet Street East Drew Street � NORTH NTS G-188 Project Banner - 12 - Project No. 267010 Traffic Study July 8, 2013 ' ' ' RAYSOR Transportation Consulting FIGURE 6.1 2015 TOTAL TRAFFIC VOLUMES (AM PEAK HOUR) Calumet Street West ---------------- i � i i � I � � , � , ' Pro�ect ' � , i , ' Site � � , � , � , � , l � ---------------- Central Projed Dri Southern Project Driveway d. � O1 � 59 � � N � 603 � �, � ,�— 200 6� � �1 T I� 705—� aom 281�, °�� 00 �� y 9� 10--�, N lll M �� i v � v � Q v � � i � � .-� n � � 0� 1 �, � � on � � 27� 19 �, � � �� o �n .� m � 45 ,�— 24 T � �� v � � o� a � � o� a 0o N o 'C— 92 m �o �n r' m � � 964 � �, � ,�90 isz �' � T � si6� �,�a 42 N N � � Sunset PointRoad Calumet Street East Drew Street � NORTH NIS G-188 Project Banner - 13 - Project No. 267010 Traffic Study July 8, 2013 RAYSOR Transporfation Consulting FIGURE 6.2 2015 TOTALTRAFFIC VOLUMES (PM PEAK HOUR) Calumet Street West ---------------- i � i i � i i i i i , ' Pro�ect ' i , i , ' Site � � , � , � , 1 � 1 � ( � " '_'_'_'______' Cen tral Projed Dri veway Southern Projed Driveway aoN �130 n r� ,-i � 746 � �, � ,� 145 6a �' �l T f 657 � o 00 � 15 6�, rv m m � om r� m � � 94� 84-1, � m � vv � � v � v � Q � N 3 u � v Z v � oa � y 0� 5 —y � � �oaI y 35� 52 �, � � rn� nm � � 74 ,`— 29 T� M N � � � � � N lll W � � � � N � � O1 ^' ^' �-104 �� N � � 954 � �, � ,`-89 178 � � � � 1003 —� oo co �n 36 m oNO �o � Sunset PointRoad Cal um et Street East Drew Street � NORTH NTS G-188 Project Banner - 14 - Project No. 267010 Traffic Study July 8, 2013 � � , ' � , ' t ' L� ' � ' ' ' ' � r RAYSOR Transportation Consulting TABLE 2.1 INTERSECTION ANALYSIS SUMMARY �2013 EXISTING � 2015 BACKGROUND TRAFFIC CONDITIONS) • • . - � � �. � . �� LOS D Hercules Avenue AM Delay 42.3 sec No No at V/C 0.64 Sunset LOS D Point pM Delay 44.6sec No No Roa d V/C 0.53 Hercules LOS Not Applicable Avenue AM Delay MaxL05@ "C" No No at V/C Calumet LOS Street Y NotApplicable (West) PM Dela MaxL05@ "C" No No V/C LOS A Hercules Avenue AM Delay 6.0 sec No No a t V/C 0.35 Ca I u me t LOS A Street pM Delay 5.5 sec No No (East) 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 NotApplicable No No Driveway Y MaxL05@ "A" V/C LOS H e rcu I e s Not Applicable Avenue AM Delay MaxL05@ "C" No No at V/C Southern LOS Project pM Dela NotApplicable No No Driveway Y MaxL05@ "C" V/C LOS D Hercules AM Delay 39.8 sec No No Ave n ue 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 luly 8, 2013 ' � RAYSOR Transportation Consulting TABLE 2.2 INTERSECTION ANALY515 SUMMARY (2015 TOTALTRAFFIC CONDITIONS� • � . . � • � �� LOS D Hercules Avenue AM Delay 43.4sec No No a t V/C 0.65 Sunset LOS D Point pM Delay 45.4sec No No Roa d V/C 0.54 LOS Hercules Not Applicable Avenue AM Delay MaxL05@ "D" No No at V/C Ca I u me t LOS Street pM Dela NotApplicable No No (West) Y MaxL05@ "D" V/C LOS A Hercules Avenue AM Delay 6.5 sec No No a t V/C 0.35 Ca I u me t LOS A Street pM Delay 5.5 sec No No (East) V/C 0.28 LOS H e rc u I e s Not Applicable Avenue AM Delay MaxLOS@ "8" No No at V/C Ce ntra I LOS Project pM Dela NotApplicable No No Driveway Y Max LOS @ "A" V/C LOS Hercules AM Dela NotApplicable No No Ave n u e Y Max LOS @"C" at V/C Southern LOS Project pM Dela NotApplicable No No Driveway Y MaxL05@ "C" V/C LOS D Hercules AM Delay 41.3 sec 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 luly 8, 2013 RAYSOR Transportation Consulting SECTION H.O ROADWAY SEGMENT ANALY515 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 SEGMENT ANALYSIS SUMMARY SECTION 9.O SITE ACCESS ANALYSIS 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 constructing a left-turn lane at this location. G-188 Project Banner - 17 - Project No. 267010 Traffic Study July 8, 2013 � RAYSOR Trans orfation Consulting P � SECTION 10.0 CONCLUSION � Based on the data, analyses and findings contained herein, the following is concluded in consideration of the proposed 167,006 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. i ❖ 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 constructing a left- turn lane at this location. � I _! � � ' �J � l__J ' � G-188 Project Banner - 18 - Project No. 267010 Traffic Study July 8, 2013 � ' C� ' , ' ' � � C � � � � � �� APPENDIX A Methodology ' t ' � ' l _1 ' , ' CI ' � , ' ' � ' ' ' RAYSOR Transportation Consulting TECHNICAL MEMORANDUM T0: City of Clearwater VIA E-MAII FROM: Michael D. Raysor, P.E., PTOE i�''LCC' �/6�.,s..�G�2 RAYSOR Transportation 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. 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 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 Triq 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 tabte below. TRIP GENERATION $UMMARY Triq 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. 19046 Bruce B. Downs Blvd, Suite 308 • Tampo, FL 33647 •(813) 625-1699 •(813) 413-7432 fx APPENDIX A- 1 of 3 ' ' L , ' ' ' , L ' ' ' � ' ' � ' � [_I RAYSOR Transporfation Consulting PnGE 2 of 2 Studv Area The study area is proposed to consist of the following 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 Seaments Hercules Avenue from Drew Street to Sunset Point Road lntersections Hercules Avenue at Sunset Point Road Hercules Avenue at Calumet Street (West) Hercules Avenue at Calumet Street (Eastf Hercules Avenue at Drew Street Hercules Avenue at Site Access Connections Analvsis Scenarios 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 lune/luly 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"j. 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 intersection (Synchro) analyses. Studv Findinas 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. 19046 Bruce B. Downs Blvd, Suite 308 . Tampa, FL 33647 .(813) 625-1699 .(813) 413-7432 fx APPENDIX A- 2 of 3 ATTACHMENT "A" GE Site -1925 Calumet Street Study Area Growth Rate Evaluation HerculesAvenue CountValue 13,806 14,079 15,029 15,816 Drew Street to Sunset Point Rood 4.4�� LinearTrend 13,636 14,334 15,032 15,730 AADT SOURCE: Pinellas County MPO RAYSOR Transportation Consulting ATTACHMENT A- 1 of 1 APPENDIX A- 3 of 3 , ' � � ' ' ' 1 � � � � � r� � � � � � APPENDIX B Trip Generation ' ' GE Site - Clearwater ' RAYSOR Transporfation Consulting APPENDIX B- 1 of 1 ' ' � ' , ' r � � � � � �� _� � APPENDIX C Traffic Count Data Type of peak hour being reported: Intersection Peak LOCATION: N Hercules Ave -- Drew St CITY/STATE: Clearwater FL 650 455 J a * � 195 316 139 J i �. 1131« 165 '� � 64 ~1056 833 i 0.94 ~ 911 � � s � Method for Peak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 7:45 AM -- 8:00 AM 1031 33 � �, � 81 1044 , 25 226 70 {"��..�..�� 0��}.�. � i t � ti�� a 428 321 I �.ik P 1 I � �'.,, �." � f. ... .�. l I'1,` I i � I+`'."��i � � L� �� zlpW��Is �.y�� a *� NA ✓ i �. � 1 t f NA i � ~ NA •► o s � ti * r �i NA *� Period � � 1 4 � � � � � r � I � � :ak hour: Total Entering Volume QC JOB #: 10975801 DATE: Wed. Jun 05 2013 7.4 4.8 �a *� 12.3 2.8 10.8 J i 4 5.8 ~ 7 3 "� ��'"+ t" 10.9 ~ 4.3 z s '� �� `" ~ a.2 3.6 � 3.0 � h * rr 0.0� 3.8 16.0 1.3 1.4 � i � 2.3 2.5 0 0 0 � J i 4 o � �` o 1 � � � 0 : : � h t P' � � o 0 0 � NA �J + V � �„r t NA � �.� � ~ NA �w * �s � NA � =KIVK Hourly Totals 7:15 AM 5 46 7 0 2'I 23 67 20 0 12 38 173 6 0 0 23 180 9 1 1 613 7:30 AM 7 65 8 0 3 22 85 38 0 9 43 154 12 1 1 24 214 16 0 1 703 7:4`�8�1___S_72 '14 _�`� 5 222___._.$_._..Ji_ 8:00 AM 1 69 11 - 0 5 35 85 42 0 6 28 170 10 -0 1 12 196 18 0 1 690 2823 8:15 AM 9 49 14 0 2 47 72 43 0 8 44 224 8 0 0 26 258 12 1 0 817 3027 8:30 AM 8 36 13 0 8 25 64 45 0 13 48 217 6 0 0 19 216 15 1 0 734 3058 — ----------------- -_--__. _..___. __ ------ SAS AM 3 70 10 0 6', 23 34 30 0 10 57 212 6 0 0', 14 255 16 0 2', 748 2989 i� All Vehicles 28 288 56 0 i Heavy Trucks 4 0 4 � Pedestrians 0 Bicycles 0 0 0 Railroad Sto ed Buses Comments: 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://www.qualitycounts.net) 1-877-580-2212 APPENDIX C- 1 of 12 Type of peak hour being reported: Intersection Peak �OCATION: N Hercules Ave -- Drew St CITY/STATE: Clearwater FL 529 604 �a *� 144 262 123 .+ i 4 1108« 159 � � 61 �1034 11te� 0.95 ~ 909 �► i i �► Method for Peak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:00 PM -- 5:15 PM 1300 23 � * r 64 1340 � �50 389 97 ��}"� �� i t �'�7 347 536 �'t P I f f ,'�'. I� � "r " �"� r,,.i � i.� ;.� � C. a� r!�. `„ ,� J � I� 4 Ia�r��i � �~� Ja *� NA .► i 4 � .i t « NA � � �� ~ NA •► '� i �► '1 t P �iNA*� Period (Northboun r innin At Left Thru Ri I 3:00 PM 13 54 15 3:15 PM 6 77 19 3:30 PM 4 62 14 3:45 PM 13 72 13 4:00 PM 13 61 16 4:15 PM 8 61 9 4:30 PM 10 62 18 4:45 PM 14 95 14 S:4.Q_Plsd 5:15 PM 15 173 28 530 PM 9 99___ .25 5:45 PM �� 6 99 21 ��1� � � � � � � 1T�� peak hour: Total Entering Volume QC JOB #: 10975802 DATE: Tue. Jun 04 2013 3.0 2.5 �a *� 2.8 1.5 6.5 J i i► 1.8 ~ 44 � t' 3.3 � 1.7 21 � .e�.�. ~ 1.8 '� 7 � 0.0 ~ 2.5 2. 4 0.0 h �f d o.o ts z.i �a * 1.2 1.5 0 0 0 � d i �. o J t o o. �� , s s � , * � � �000� �.i i 4� � ... c NA � �� ~ NA � s '1 t P � NA � 0 46 56 39 0 38 227 10 1 21 220 25 1 0 29 49 24 0 44 264 13 0 18 202 18 2 0 48 75 56 0 43 231 7 0 24 229 24 1 0 34 46 23 0 36 224 4 1 15 249 22 2 0 26 55 29 0 25 201 3 0 16 197 26 0 0 37 56 24 0 49 229 S 0 15 187 15 1 0 48 80 51 0 28 250 3 0 19 222 16 1 —___- -- 0 35 56 34 0 31 271 7 1 10 214 18 1 ------ -- -- ---- Q---- �� ---91 � � � � �. � 59 --- 4--- � 42 � �274 � . �� 3 � =--3 -- —"17 243 .`: 13 �.,� �� _.1. 0 29 58 27 0 43 280 9 0 18 242 18 0 0___ 28 5_7.__ 33 __0.____ 38 293_— 4_-___1 _ 17 210_ 12___. _ 0 0 27 53 30 0 50 233 3 0 i 12 179 19 1 Peak 15-Min Northbound Flowrates L hr Ri h U et All Vehicles 48 328 120 0 124 Heavy Trucks 0 8 4 8 Pedestrians 4 Bicycles 0 0 0 0 Railroad Sto ed Buses Comments: Report generated on 6/12/2013 3:11 PM 4 200 0 168 1096 12 12 68 972 52 4 8 8 16 0 0 20 0 8 8 8 0 0 0 D 0 0 0 0 Totals 766 765 818 754 3103 668 3005 699 2939 808 2929 801 2976 -- 4_:. 880 3381 826 3399,,, 733 3331 76 28 0 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 LOCATION: N Hercules Ave -- Sunset Point Rd CITY/STATE: Clearwater, FL 757 224 � a * � �s a�i zo� J i �. 748 ~ 58 � �' S6 ~ 793 665 � 0.95 « 569 973 � 250 i h � � r 166 � 982 93 120 110 �a t 892 323 � � � si��i, � �, � �a * � NA J i 4 1� � t t NA � � ~ NA .► � s y � t � � i NA t � Min Count Period Method for determining peak hour: Total Entering Volume QC JOB #: 10975803 DATE: Wed. Jun 05 2013 Peak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 8:00 AM -- 8:15 AM C�u�ll�y C��r�ts �., r, � - c4 ,x i : , .:� ., •• y°, _ _ , t �,� i w � I,`=r! _. � �l � 1 � � � � r � 1TTP� 2.8 8.5 � a � � 6.3 2.5 1.9 � i �. 52 «86 � Ililhu., a L 5.4 ~ 4.0 3 6 � u � � ~ 3.9 3.5 �2A 7� *� �s 42� 4.4 12.9 9.2 13.6 � i ? z.� ii.s I 0 0 0 J J i �. o � �'�� L o a '' r , '' , ° �1 t Ps o � o 0 0 � I NA J r� i �. � �r L NA + • • « NA �� t �� NA � =nivn Hourly Totals 7:00 AM I 20 11 7 0 8 I 42 77 13 0 3 I 10 119 30 2 9 17 99 8 0 's I 4/t3 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 4 661 7:45 AM_____ 16 29 8___^0 12 _58____146 15 _ 0,_ _ 1 10 __.140 34 1___ 35 49 159 12 0 1 726 2432 $:4 _20 2--2 A9 119...:._24_-Q-- 6 _ 29 ,; 2 29 __93 129 2 i0 4_ 1 Q3 8:15 AM __30 __31 11 ____1__ 19 _ 51 82______�6___ 1_ _6__ 15 __188_ _45 5__14__ 42 139 ___13 b 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 37 33 13 2 20 42 56 14 0 10 8 160 39 4 15 I 53 144 22 0 4 676 I 2777 f Heavy Trucks 8 12 24 Pedestrians 4 Bicycles 0 0 0 Railroad Sto ed Buses Comments Report generated on 6/12/2013 3:11 PM 6 476 80 0 24 52 760 116 8 116 '172 516 36 0 16 299F 8 24 4 8 32 0 8 24 0 152 0 8 0 12 0 0 0 0 1 0 0 0 0 1 SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 APPENDIX C- 3 of 12 ype of peak hour being reported: Intersection Peak LOCATION: N Hercules Ave -- Sunset Point Rd 311 621 �a *� 68 137 106 J i �. 1176« 73 '� � 131 ~1037 700 '� 0.96 ~ 792 e�s � ioz � 1 t P s i�a'�>>zo 301 432 318 i * 357 1051 J � � i""� , I ��I 3 � � � �a *� NA d i L � 1 t � NA � � ~ NA � 7 l �► ti * � � a NA * � Method for determining peak hour: Total Entering Volume QC JOB #: 10975804 DATE: Tue Jun 04 2013 Peak-Hour: 4:45 PM -- 5:45 PM 3.Z i.4 Peak 15-Min: 5:00 PM -- 5:15 PM � a t� 2.9 5.8 0.0 J i i. 1J ~00 � 4 � 0.0~ 1.2 � � '� ��w ,; +� « �.a 1.6 � 2.0 7� * �r 1.8 � 1.3 �Us��.l�y' �f)tJf1t5 �z.� z.i o.s� r�:�� :,-� �� ;:,�� s � 4._ _._.w r Ir :��;�� ; 3.4 1.9 ��1� � � � 2 0 0 r i �► o '� � � o .� � 1 �� 1 � � � ° h t t' � t— � o 0 0 � � � I I I � � JJ i �.� � � t NA � �r ~ NA : i �, • � � NA � K'=FfIVK Min Count N Hercules Ave N Hercules Ave Sunset Point Rd Sunset Point Rd Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals � innin At Left Thru Ri ht R* Left Thru Ri ht R* Left Thru Ri h R` Le Thru Ri h 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 PM 50 87 43 2 38 14 40 10 1 6 18 188 25 5 6 37 178 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 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 17 45 11 2 6 11 155 26 6 10 23 185 27 0 6 789 2867 4:45 PM 64 70 38 0 28 24 28 11 2 5 16 197 26 4 5 31 160 26' 0 4 739 2896' � � _ -1@. ]_4�__ 'LZ __._S 1Q . 2'Z��4 27 .: 0 8_� $@5 � ,'_3986� 5:15 PM 58 121 57 2 23 33 43 10 0 9 10 178 21 4 4 I 33 214 26 0 7� 826 _3274_ 530 PM 72 _ 108 38 1 45 19 30 8 0 7 13 182 14 5 33 52 ��Z _2.6 �S 11 2_ ]_ 5:45 PM �, 59 88 24 1 39 24 25 15 0 3�i 10 120 14 1 8. 34 176 40 0 5�, 686 3221 Peak 15-Min Northbound Flowrates Left hr i i ht U R All Vehicles 412 532 208 4 1� Heavy Trucks 16 8 0 Pedestrians 0 Bicycles 0 0 0 Railroad Sto ed Buses Comments: Report generated on 6/12/2013 3:11 PM 104 144 44 8 28 60 572 68 24 40 108 776 108 0 32 342 0 16 0 0 12 0 0 16 0 68 0 4 0 4 0 0 2 0 1 0 0 0 0 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) Intersection Count Worksheet Count Date: 06/04/13 � � � r�� v ¢nn.��a Hercules Avenue N/A Hercules Avenue Calumet Street Inter- Start From North From East From South From West section Time Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total 7:00 AM 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 Total 54 611 0 665 0 0 0 0 0 230 42 272 7 0 16 23 960 8:00 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 Total 45 655 0 700 0 0 0 0 0 364 26 390 25 0 18 43 1133 Peak Hour Volume (peak hour of project trafficJ 7:30 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) 7:30 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 Hercules Avenue Lo � o �— o �, � o «� 1 �► r � N/A 16��tr a m � � � m 14 � 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 1 10 0 11 0 0 0 0 0 14 1 15 0 0 2 2 28 Percent 2% 1% 0% 1% 0% 0% 0% , 0% 0% 4°/a 2�0 4%a 0% 0% 13% 7% 2% APPENDIX C- 5 of 12 ' , � ' ' , , ' ' ' ' � ' ' ' ' , ' � RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (West) Intersection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Hercules Avenue N/A Hercules Avenue Calumet Street 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 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 Total 19 386 0 405 0 0 0 0 0 661 18 679 48 0 44 92 1176 5:00 PM 5 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 S 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 Total 14 345 0 359 0 0 0 0 0 811 18 829 53 0 62 115 1303 Peak Hour Volume (peok hour of project trafficJ 3:00 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) 3:00 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 Peak Hour Heavy Vehicles Hercules Avenue Lo � � �— o � m a «� 1 �» r � N/A $z��tr �`�., � ° 0 �► � 99 � Hercules Avenue 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% I 0% 0% 1% 10% 2% 4% 0% 4% 4% 3% APPENDIX C- 6 of 12 � ' � � ' ' � , ' , � ' ' 1 � , ' , � RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (East) intersection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Peak Hour Volume (peak hour of project troffic) 7:30 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) 7:30 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 � � � 1 � t— 24 N/A Peak Hour Heavy Vehicles o.��tr o � � 0 �� r, 0� Hercules Avenue Calumet Street From North From East From South From West Total Right Thru Left Total Right Thru Left I Total Right Thru Left Total Right Thru Left Total Volume 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 , � ' � ' r � � � � � ' � � , ' � � ' RAYSOR Transportation Consulting Count Location: Hercules Avenue at Calumet Street (East) Intersection Count Worksheet Count Date: 06/04/13 Hercules Avenue Calumet Street Hercules Avenue N/A Inter- Start From North From East From South From West section Time Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left 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 traffic) 3:00 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) 3:00 PM 0 451 46 497 70 0 29 99 33 595 0 628 0 0 0 0 1224 Peak Hour Factor: 0.90 N � Peak Hour Heavy Vehicles N/A Hercules Avenue L �o � � �-o o v a � 1�.► r 29 Calumet Street o��tr o ui m 0 �y m m 0 � � Hercules Avenue 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 13 5 18 2 0 1 3 0 11 0 11 0 0 0 0 32 Percent 0% 3% 12°/a 4% 3% 0% 4% 3% 0% 2% 0% 2% 0% 0% 0% 0% 3% APPENDIX C- 8 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at Central Project Driveway Intersection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Peak Hour Volume (peak hour of project trafficJ 7:30 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) 7:30 AM 1 781 0 782 0 0 0 0 0 414 0 414 1 0 0 1 1197 Peak Hour Factor: 0.94 N � Central Project Driveway Peak Hour Heavy Vehicles Hercules Avenue Lo � �o � � o «� 1 �► r � N/A o��tr o v o 0 �► '1 v 1 � Hercules Avenue From North From East From South From West Total Right Thru Left Total Right Thru Left i Total Right Thru Left Total Right Thru Left Total Volume 0 14 0 14 0 0 0 j 0 0 13 0 13 0 0 0 0 27 Percent 0% 2% 0% 2% 0% 0%a 0% '; 0% 0% 3% 0% 3% 0% 0% 0% 0% 2% APPENDIX C- 9 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at Central Project Driveway Intersection Count Worksheet Count Date: 06/04/13 TOTAL VEHICLES Hercules Avenue N/A Hercules Avenue Central Project Driveway Inter- Start From North From East From South From West section Time Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left 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 0 124 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 S 301 3:45 PM 0 115 0 115 0 0 0 0 0 153 0 153 0 0 0 0 268 Total 0 452 0 452 0 0 0 0 0 592 2 594 5 0 0 5 1051 Peak Hour Volume (peak hour of project trafficJ 3:00 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) 3:00 PM 0 479 0 479 0 0 0 0 0 628 2 630 5 0 0 5 1114 Peak Hour Factor: 0.87 Hercules Avenue NT Lo � �o o � a «� 1 �, t— o N/A Central Project Driveway � � � � 0 N o0 O � � N � 5 � 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 0% 3% 0% 3% 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 0% 2% APPENDIX C- 10 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at South Project Driveway Intersection Count Worksheet Count Date: 06/04/13 TOTALVEHICLES Peak Hour Volume (peak hour of project traffic) 7:30 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) 7:30 AM 2 780 0 782 0 0 0 0 0 410 2 412 1 0 4 5 1199 Peak Hour Factor: 0.94 N� South Project Driveway Peak Hour Heavy Vehicles Hercules Avenue Lo � �o N I� O «� 1 �► r � N/A 4��tr rv o 0 0 �► � 1 � Hercules Avenue 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 i 0 0 13 0 13 0 0 0 0 27 Percent 0%a 2% 0% 2% 0% 0°/a 0% � 0% 0%a 3�o O�o 3% 0% 0% 0%a 0% 2% APPENDIX C- 11 of 12 RAYSOR Transportation Consulting Count Location: Hercules Avenue at South Project Driveway Intersection Count Worksheet Count Date: 06/04/13 rnTn� VCLIIfICf ... ...' ' �... ��.. Hercules Avenue N/A Hercules Avenue Middle Project Driveway Inter- Start From North From East From South From West section Time Total Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left 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 (peak hour of project trafficJ 3:00 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) 3:00 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 Peak Hour Heavy Vehicles Hercules Avenue Lo � �a o � o «� 1 �► r � N/A l��,tr N m o O �� ^i � 0 ^ a Hercules Avenue 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 0% 3% 0% 3% 0% 0% 0% � 0% 0% 2% 0% 2% 0% 0% 0% 0°/a 2% APPENDIX C- 12 of 12 � �� f� � � � � � � � � �..� � APPENDIX D Historical Growth Trend ' ' ' ' ' � ' ' ' ' ' ' ' ' ' � `_ J � GE Site - 1925 Calumet Street Study Area Growth Rate Evaluation Hercules Avenue Count Value 14141 13,806 14,079 15,029 15,816 -3.00% Drew Street to Sunset Point Road Linear Trend 13,660 14,117 14,574 15,031 15,489 AADT SOURCE: Pinellas County MPO APPENDIX D- 1 of 1 ' , , , , , � � � � � � � � 1 � � � � � APPENDIX E Operational Analysis I ntersections ' ' � �I , , i ' ' ' j ' , � � , ' � ' HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: Su11Set POlnt ROad & Het'CUIeS AVe _ AM Peak Hour Existing Traffic Conditions .� -. � �- '- � � t r� �► 1 � Lane Configurations � '�'� � �� `'� � �`�` � � �`�' i/alume (�ph) 61 705 265 178 603 59 99 12i ' 1�7 219 499 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Losktime (s) 5!6 6.4 6.4 5.6 6.4 '6.1 7.8 7.8 6.1 7.$' ', 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 1.00 1.00 0.8a 1.QQ. ,�.�8 � Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Safd. Flow (prot) � 656 3471 ` 1583 33�7 3422 1597 3312 141 �..1Y770 :°34'I �, Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.25 1.00 1.00 0.54 1.00 Satd Flow (perrn) 1656 3471 1583 3367 3422 424 3312 1417 1000 341,5 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) ' 64 742 279 187 635 62 104 ,134 123 ' 231 '�2� .; 86 RTOR Reduction (vph) 0 0 157 0 4 0 0 0 102 0 9 0 Lane Group F1ow (�ph) 64 742 122 187 693 0 104 134 21 ' 231 ,�04 a Heavy Vehicles (%) 9% 4% 2% 4% 4% 5% 13% 9% 14% 2% 3% 6% Turn Type Prot Perm Prot pm+pt Perrn prn+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted 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 Effecfiue Green, g(�j 9.8 65.7 65.7 13.6 69.� 37.1 25.2 25.2 ��I.� 32.9 Actuated gIC Ratio 0.07 0.44 0.44 0.09 0.46 0.25 0.17 0.17 0.34 0.22 Clearance Time (s} 5.� 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 Lane Grp Cap(vph) 108 1520 693 305 15$6 198 556 238 440 749 vls Ratio Prot 0.04 c0.21 c0.06 c0.20 0.04 0.04 c0.07 c0.18 uls Ratio Ferm Q:08 0.09 -0;01 '�.11 vlc Ratio 0.59 0.49 0.18 0.61 0.44 0.53 0.24 0.09 0.53 0.81 Uniform Delay, d1 6$.2 30.1 25.7 65,� 2��1 45.$ 54.1 ,52.7 ,' 37:8 :, 55�a Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.15 1.00 1.00 Incremental Delay, d2 8.4 1.1 0.6 3.6 0.9 2.5 ' 0.2 0.2 ,'1.1 6,'A� Delay (s) 76.6 31.3 26.2 69.3 28.0 48.1 52.9 60.6 38.9 61.9 L�vel of Service E C C E C D b E �} ... E,,. Approach Delay (s) 32.6 36.7 54.2 55.6 Approach Lf?S ; C , � , � � � HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Ana.lysis Pe�od (min) c Critical Lane Group RAYSOR Transportation Consulting HCM Level of Seruice ` 0.64 150.0 Sum of lost time (sj ' 32.� 68.1% ICU Level of Service C 15 APPENDIX E- 1 of 24 Synchro 7 - Light: Report � � � � � , ' L � ' ' ' � � � � ' � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3� Calumet Street (East) & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � � 1� � �,. ,m ., � " �1h' " �� u Lane Configurations '�'r �`'� �'�` 349 :66 fi3 758 Uolume (uph} 24 35 ' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total l.ost time (s) 5;6 5.4 _ 5.4 Lane Util. Factor 1.00 0.95 0.95 Frt 0,92 0.98 1.00 Flt Protected 0.98 1.00 1.00 Sa#d. Flqw (prot) � 1526 3399 3563 Flt Permitted 0.98 1.00 0.88 Sa#d Flaw {perm� 15�6 3399 3149 Peak-hourfactor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (uph) 26 38 375 71 ' 6$ 815 RTOR Reduction (vph) 35 0 11 0 0 0 Lane Group Fl�w (vphj 29 0 435 0 0 883 HeavyVehicles(%) 17% 9% 4% 2% 0% 1% Turn i'ype _ Perm Protected Phases 8 2 6 Permitted Phases ' 6 Actuated Green, G(s) 5A 59A 59.0 Effective Green, g(s) 5.0 59A 59.0 Actuated gIC Ratio 0.07 0.79 0.79 Clearance Time (s) 5.6 5.4 5.4 Vehicle Extension (s) 3 0 3.0 3.0 Lane Grp Cap"(vph� 1�2 2674 2477 v/s Ratio Prot c0.02 0.13 �Is Ratio Perm ' c0.28 vlc Ratio 0.28 0.16 0.36 Unifarm Delay, d1 33.3 2,0 ' 2.4 Progression Factor 1.00 1.00 2.34 Incremental Delay, d2 1'.5 0�1 0,3 Delay (s) 34.8 2.1 5.9 Le�el af Servic� C A A Approach Delay (s) 34.8 2.1 5.9 Approach LOS C A ' A HCM Average Contral Delay 6.0 Hcm �evei or �ervice ,� HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 75A Sum of lost time (s) ,11,9 Intersection Capacity Utilization 52.4°/a 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 � ' ' ' ' ' �I ' , ' � � l � � ' ' i � � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue AM Peak Hour Existing Tra�c Conditions � � � � � � � I � � # � ° :.� " � �' a i� �� : .�� , ,� � , Lane Configurations �j �'� � �'� �j �'� � �''� llolume (vph) 17� $16 42 90 964 70 25 270 64 144 3a7 195 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost kime (s) 6:5 7.1 6.5 7.1 7,3 ' 7.9 7.3 �.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.OU '=4,95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd:Flow(prot); 1687 3479 1$05 3421 1556 3472 1626 " 322t� � Flt Permitted 0.09 1.00 0.20 1.00 0.35 1.00 0.38 1.00 Satd. Flpw (perm) 152 3479 375 3421 :575 3472 6�� 322U� �' 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 (vphj : 1$2 868 45 96 1026 7� , 27 287 . 68 ` 153 380 ° 207 RTOR Reduction (vph) 0 2 0 0 4 0 0 19 0 0 63 0 Lane Group FJaw (uph) 182 911 , 0 96 1096 , fl ' 27 j336 0 153 524 0 Heavy Vehicles (%) 7% 3% 3% 0% 4% 11% 16% 1% 1% 11% 3% 12% Turn Type pm+pt pm+p� pm+p} pm+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted 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 Effectiue Green, 9 fs) 59;4 48'.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 3A 3A 3A 3A 3.0 Lane Grp Gap (vph) 238 1354 268 1223 18p 726 ' 311 832 vls Ratio Prot c0.08 0.26 0.03 c0.32 0.01 0.10 c0.04 c0.16 u/s Ratia Perm ' c0.3p 0.13 0.03 0,13 vlc Ratio 0.76 0.67 0.36 0.90 0.15 0.46 0.49 0.63 Uniform Delay, d1 28.4 30'.3 21.7 36.4 34,7 41,5 28.7 39.4 + Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental pelay, d2 " 13;6 2.7 0,8 1Q.4 Q.4 0:5 1,� 1.5 Delay (s) 42.0 33.0 22.5 46.8 35.1 42A 30.0 40.9 Level of Seruice D C ' C D D D C D Approach Delay (s) 34.5 44.9 41.5 38.7 Approach LQS C D D Q nvrvi 4cvo� vi v�Givi�t� HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 120A ' Sum of lost time (s) 35.3 Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period {min) 15 c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 3 of 24 � Synchro 7 - Light: Report ' � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 2: Calumet Street (West) & Hercules Avenue AM Peak Hour Existing Tra�c Conditions 1 r� � �� J ' � � � � � � Lane Configurations '� �''� '�"�r Volume (vehlh) ; 16 14 49 335 `807 57 Sign Control Stop Free Free G�'ade 0% 0% 0%0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vphj 17 15 53 364 877 62 Pedestrians Lane Width (ftj Walking Speed (ft/s) Percent �lockage _ Right turn flare (veh) , Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked 1.00 vC, conflicking volume 1197 470 vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol 1195 470 tC, sin9le (s) 7:1 6.9 tC, 2 stage (s) tF (s) 3,6 3.3 p0 queue free °/a 89 97 cM capacity tvehm) �52 546 939 939 4.1 2.2 93 725 Nane None 265 � llolume Total 33 175 243 585 354 Volume Left 17 53 0 0 0 Volume Right 15 0 0 Q ;62 cSH 229 725 1700 1700 1700 ' l�olume to Gapacity 0.14 0.07 0.14 0,34 0:21 Queue Length 95th (ft) 12 6 0 0 0 �ontrol tielay �sj~ 23.3 3.7 " 0.0 0.0 0.4 Lane LOS C A , Approach Delay (s) 23:3 1.6 0.0 Approach LOS C � ' ' � � Average Delay 1.0 In#ersection Capacity Utilization 48.1 % ICU Level of Service ; A Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E- 4 of 24 ' Synchro 7 - Light: Report HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 4: Central Project Driveway & Hercules Avenue AM Peak Hour Existing Traffic Conditions � � � � � � �, , �, Lane Configurations � �'�' �`"� �olume (uehlhy ''0 ' 1 0 414 781 : 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Houdy flaw rate (vph) 0 1 ' 0 440 831 1 Pedestrians Lane Width (ft) ; Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 350 pX, platoon unblocked 0.94 0.94 0.94 vC, conflicting �olume 1052 416 832 vC1, stage 1 confvol vC2, stage 2 �anf vol vCu, unblocked vol 934 260 701 #C, single (s} 6.8 6; 9 4.1 tC, 2 stage (s) tF �s) 3,5 3.3 22 p0 queue free % 100 100 100 cM capacity (yehm) 253 702 854 Volume Tatal 1 147'' Volume Left 0 0 Uolume Right , 1 ' Q cSH 702 854 Volume ta Capacity O.Op 0:00 Queue Length 95th (ft) 0 0 �anfrol Delay (s) � 10:1 Q,0 Lane LOS B Approach Delay (s) 10:1 OA Approach LOS B 0 0 1700 0.;17 0,0 554 278 0 1 1700 1700 0:33 0.16 0 0 0.0 0,0 0.0 � ," _�� p �.�.. �, . �In�� u . f4 i�h�l�y �„��, 9I��I��I�' �,� ��,rv� � �. I ,r� uu. � ' ..... Average Delay 0.0 Intersection Capacity Utilization 31.6% ICU Le�el of Service , A Analysis Period (min) 15 RAYSOR Transportation Consulting Synchro 7- Light: Report APPENDIX E- 5 of 24 , � � r �� r � ' , ' HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 5: Southern Project Driveway & Hercules Avenue AM Peak Hour Existing Traffic Conditions } � `� t j � Lane Configurations � �'� 'F� Volume (vehlh) ` 4 ;1 2 410 7$0 2 Sign Control Stop Free Free Grade 0°la p°lo 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Nourly flow rafe {yph) 4 1 2 436 830 ' 2 Pedestrians Lane Width (ft) ; Walking Speed (ft/s) Perc�nt :Blockage, Right turn flare (veh) Median type ' None None Median storage veh) Upstream signal �ft) 960 pX, platoon unblocked vC, conflicting volume 1053 416 832 vC1, stage 1 conf vol uC2, stage 2 conf vol vCu, unblocked vol 1053 416 832 t�, single (s) 6:8 �6.9 4.1 tC, 2 stage (s) t� (s} 3;5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (�ehm) 224 591 809 � Volume Total 5 148 Volume Left 4 2 Volume Right 1 0 cSH 256 809 � Uolume to Capacity 0.02 O.QO Queue Length 95th (ft) 2 0 Confrol Delay (s� 19!4 0',2 Lane LOS C A I Approach Delay (s) 1914 0.1 Approach LOS C � f_� 1 1 � Average Delay Intersection Capacity Utilization Analysis Period (min) RAYSOR Transportation Consulting LJ I . ..VVV i1 V . . . . . .. O O O 0 0 2 1700 1700 1700 Q.17 0:33 0:16 0 0 .0 OA 0.� Q.p �i y`d�� a,'w � �; a i� ilii i � p�lhh T h�� tr�.. i� �.., � L i rh i �(� a� �c,.�� ? .. W;s?E� c�.+�_,5:�'�V��u��Vl� I4V�, ^�.' � u� �,u«"�:�.�W�.C�,� �.�� k�� ke a r��'�; , I r�t.t�k �n� � , APPENDIX E— 6 of 24 r Synchro 7 - Light: Report ! , � ' ' � � � ' , � ' , � ' � � , HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: Sunset Point Road & Hercules Ave AM Peak Hour Total Tra�c Conditions � -► �'t #� � �` �1 I /� �' t � Lane Configurations �j �� j'� '�"� �I �`�` � '� T'F� Vo[t�me �uph) 61 705 281 200 603 59 '104 134 � 123 219 510 =° = 84 IdealFlow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost #ime (s) 5:6 �;4 6.4 5,6 6.4 6,1 7.8 7.� 6.1 7.$ 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 1.04 0;99 1�00 1,00 p.85 1,�f� 4,�8 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd, Flow (prot) 1656 3471 1583 3367 3422 1597 3312 1417 1770 3417 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.23 1.00 1.00 0.54 1.00 Satd. Flow(perm} 1656 �471 1583 3367 3422 392 3312 1417 10�1 -;;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 Ad�. Flaw(vph) 64 ;742 296 211 635 62 909 '!37 129 231 ; 537 ' 88 RTOR Reduction (vph) 0 0 169 0 4 0 0 0 107 0 9 0 Lane GCoup Flow (vph) 64 742 127 211 693 0 109 137 22 , 231. 616 0 Heavy Vehicles (%) 9% 4% 2% 4% 4% 5% 13% 9% 14% 2% 3% 6% Turn Type Prot Perm Prot pr�+pt Perm prn+pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 ' 8 ' 8 4 Actuatetl Green, G(s) 9.8 64.4 64.4 14.7 69.3 37.8 25.6 25.6 51.1 32.8 Effective Green, g(s) 9.8 64'.4 64.4 14.7 69.3 37.8 25.6 25.6 'S1.1 32.� Actuated gIC Ratio 0.07 0.43 0.43 0.10 0.46 0.25 0.17 0.17 0.34 0.22 Clearanc� Time;,(s) 5.6 6.4 6,4 5.6 6.4 6.1 `` 7,$ 7,8 ', 6,1 j 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 Lane Grp Cap (uph) 108 1490 680 330 1581 197 565 242 ` 44a 747 v/s Ratio Prot 0.04 c0.21 c0.06 c0.20 0.05 0.04 c0.07 c0.18 uCs Ratio Perm 0.08 '0.09 0.02 ` 0,11 vlc Ratio 0.59 0.50 0.19 0.64 0.44 0.55 0.24 0.09 0.53 0.83 Uniform'Delay, d1 68':2 31.1 26.6 65.1 27,2 45.5 53.8 52,4 '37,7 55.� Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.25 1.00 1.00 Incremental Delay, d2 8:4 1'2 0.6 4A Q.9 3.3 0.2 0.2 ' 1.1 7.4 Delay (s) 76.6 32.3 27.2 69.1 28.1 48.7 52.3 65.7 38.8 63.3 Leuel af 5eniice E C C E C D D E D � Approach Delay (s) 33.5 37.6 55.9 56.7 Approach LOS C D E E HCM Volume to Capacity ratio Actuated Cycle L�ngth (s�, Intersection Capacity Utilization Analysis, Period (min) c Critical Lane Group RAYSOR Transportation Consulting 43.4 0.65 150A Sum of lost time (sj ' 32.3 69.3% ICU Level of Service C 15 APPENDIX E- 7 of 24 � Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: Calumet Street (East) & Hercules Avenue AM Peak Hour Total Traffic Conditions � � I I� �" r�..,= , r � Lane Configurations '�'� '�'� �''� 1�olume,(uph) 24 45 419 68 �3 752 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 7otal Lost time (s) a:6 5.4 5.4 Lane Util. Factor 1.00 0.95 0.95 Frt 0.91 0.98 1.00 Flt Protected 0.98 1.00 1.00 Satd. Flow (prot) , 1524 3408 3�63 Flt Permitted 0.98 1.00 0.87 Satd. Flow (permj 1524 3408 3108 Peak-hourfactor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph� 26 48 451 73 �8 809 RTOR Reduction (vph) 44 0 10 0 0 0 Lane Group Flow''(uph) 30 0 514 Q Q 877 Heavy Vehicles (%) 17% 9% 4% 2% 0% 1% Turn Type Perm Protectetl Phases 8 2 6 Permitted Phases 6 Actuatetl Green, G(s) 6.2 57.8 57.8 Effective Green, g(s) 6.2 57.8 57.8 Actuated gIC Ratio 0.08 0.77 0.77 Clearance Time (sj 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 Lene Grp Cap (vph) 126 2626 2395 v/s Ratio Prot c0.02 0.15 v/s Rafio Perm c0.28 vlc Ratio 0.24 0.20 0.37 Uniform`Delay, d1 32'.2 2.3 2.7 ' Progression Factor 1.00 1.00 2.29 Incremental Delay, d2 1 A 0.2 -0.4 Delay (s) 33.2 2.5 6.6 Level of Seroice C A A Approach Delay (s) 33.2 2.5 6.6 Apprqach LQS C A A _. _ HCM Volume to Capacity ratio 0.35 Actuatetl Cycle Length (s) 75.0 Sum of last time (s) 11.Q Intersection Capacity Utilization 54.2% ICU Level of Seroice A Anelysis Peria� (min) 15 c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 8 of 24 Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue AM Peak HourTotal Traffic Conditions � -. � ,� '- � � t r� �► 1 � Lane Configurations '� '�'� � �`"� � �`'� � �'� Uolume (uph) 182 816 42 90 964 92 25 286 , 64 15Q 362 ,n .198 IdealFlow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Tofal Lost #ime (s) 6;5 7.1 6.5 i.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 Q:99 1:00 0.99 1 A0 `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 (prot) 1687 3479 1805 3406 155�i 3�476 ' 1626 3219 Flt Permitted 0.08 1.00 0.21 1.00 0.34 1.00 0.36 1.00 Sattl Ftow (perm) 149 3479 395 34U6 552 3476 612 3219 Peak-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 (uph) 194 868 45 96 1026 ' 98 27 304 6$ 16Q ' 385 211 RTOR Reduction (vph) 0 2 0 0 5 0 0 18 0 0 64 0 Lane Group Flow'(vph� 194 911 0 96 1119 0 27 354 0 160 , 532 0 Heavy Vehicles (%) 7% 3% 3°/a 0% 4% 11 % 16% 1% 1% 11 % 3% 12% Tum Type pm+pt pm+pt pm+pt p�►+Pt Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases '2 6 8 4 Actuated Green, G(s) 61.5 47.6 51.5 42.6 28.7 24.1 40.7 30.1 Effective Green, g(s) 61':5 47.6 51.5 42.6 28.7 24.1 40.7 ' 3p."I Actuated gIC Ratio 0.51 0.40 0.43 0.36 0.24 0.20 0.34 0.25 Clearanes 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(vph� 255 1380 274 1209 171 698 '297 847' v/s Ratio Prot c0.09 c0.26 0.03 c0.33 0.01 0.10 c0.05 c0.17 v/s Ra#io Perm ' 4.30 0.12 0,�3 0.13 v/c Ratio 0.76 0.66 0.35 0.93 0.16 0.51 0.54 0.66 Uniform Qelay, d1, 29:9 29.6 21.7 37,2 35.5 42,7 29.� ;40.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremenkal pelay, d2 12.5 2.5 '0,8 13.2 0.4 0.6 �.9 2.0 Delay (s) 42.4 32.1 22.4 50.4 35.9 43.3 31.4 42.3 Level of Service ' ' D C C D ' D D C D Approach Delay (s) 33.9 48.2 42.8 40.0 Approach LQS C D D C� , n�,m H�erage �oniroi ueiay HCM Volume to Capacity ratio Actuated Cycle L�ngth (s) Intersection Capacity Utilization Analysis Period (minj c Critical Lane Group ' RAYSOR Transportation Consulting C� � 41,3 ' HCM Levef of'Seroice ` Q 0.90 120A Sum of last time (s) 35.9 85.8% ICU Level of Service E <15 APPENDIX E- 9 of 24 � Synchro 7 - Light: Report ' ' � � � ' ' ' I�I ' HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 2: Calumet Street (West) & Hercules Avenue AM Peak HourTotal Traffic Conditions � � � t � � Lane Configurations '�' �'�' 'F� Uolume (vehlh) !. ,9 10 108 356 805 108 Sign Control Stop Free Free G�ade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate {uph) 10 11 1`17 387 875 117 ' ! Pedestrians Lane Width (ftj Walking Speed (ftls) Perr�nt Blockage Right turn flare (veh) Median type None None ' ` Median storage veh) Upstream signal,(ft) 265 _ pX, platoon unblocked 0.98 uC, conflicting volume 1362 496 992 , vC 1, stage 1 conf vol vC2, stage 2 �onf �ol vCu, unblocked vol 1334 496 992 tC, single (s) 7.1 6.9 4.1 tC, 2 stage (s) t� �s) 3:6 3.3 2.2 p0 queue free % 91 98 83 eM capacity {vehlh) 108 525 693 ' Volume Total 21 246 258 583 409 Volume Left 10 117 0 0 0 Volume; Right 11 0 0 0 117 cSH 185 693 1700 1700 1700 ' Volume to Capacity 0.11 0.17 0.15 0:34 0.24 Queue Length 95th (ft) 9 15 0 0 0 Control Delay (s), 26.9 6,4 -0.0 OA Q.0 Lane LOS D A ' Approach Delay {s) 26.9 3.1 0.0 Approach LOS D 1� ' t ' ' Average Delay 1.4 Intersection Capacity Utilization 52.0% ICU teuel af Service ' A Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E- 10 of 24 ' Synchro 7 - Light: Report ' ' � � � ' �J � ' � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 4: Central Project Driveway & Hercules Avenue AM Peak Hour Total Traffic Conditions �` � `� t � � �. � � �i, �u � � �� i ,� .�� as , Lane Configurations � �'�' �`"� 1�t�lume:(vehlh) Q 1 0 486 775 1 Sign Control Stop Free Free Gr�de ' 0% >0% 0% . Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 1 0 517 $24 ' 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent ��Blockaga' Right turn flare (veh) Median type None N4ne Median storage veh) Upstream signal (ft} 350 pX, platoon unblocked 0.94 0.94 0.94 aC, conflicting volume 1084 413 826 vC1, stage 1 conf vol �C2, stage 2 conf val vCu, unblocked vol 957 242 682 tC, single (sj 6.8 6.9 4,1 ` ' tC, 2 stage (s) tF (s) 3.� 3.3 2.2 p0 queue free % 100 100 100 cM eapacity (�ehm) 243 718 863 ' Uolume Total 1 1l"1 34� 5bU GT6 Volume Left 0 0 0 0 0 Volume Right 9 4 ` 0 0 ` 1 cSH 718 863 1700 1700 1700 1 Uolume to Capacity 0�00 Queue Length 95th (ft) 0 Cc�nfrol Delay (sj ; 10.0 Lane LOS B ' Approach Delay (s) 1040 Approach LOS 6 IJ , � ' ' 0.00 0,20 0:32 Q,16 0 0 0 0 <0.0 0,0 OA `-0.0 ' OA OA �.w.M�,.., �+�^��e . il w d�l '� II %�'�. {�"16yi ' w" hq I W �7 i y� , i�,� .. „� �` � N�I��1 � �� o �hi�� . �IDN�I�w nu� sp i�1� rµi ��I �. s� �� u"i 4iu'��x�" �� k� w�� +,! � Average Delay 0.0 Intersection Capacity Utilization 31.5% ICU Level af Service ' A Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E— 11 of 24 ' Synchro 7 - Light: Report ' ' � HCM Unsignalized Intersection Capacity Analysi�llanufacturing Facility G-188 "Project Banner" 5: Southern Project Driveway & Hercules Avenue AM Peak Hour Total Traffic Conditions � � � t � � Lane Configurations � �'�' �`"� ' Uolume tuehlh) ` 27 19 0 459 776 Q Sign Control Stop Free Free Grade 0% Q°lo 4°!a Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 ' Hourfy flow rate (uph) 29 20 ' 0 488 ` 826 0 Petlestrians Lane Width (ft) ' Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None ' Median storage veh) Upstream signal jft) 960 pX, platoon unblocked , uC, conflicting ua�ume 1070 413 826 vC1, stage 1 conf vol vC2, sfage 2 conf uol vCu, unblocked vol 1070 413 826 � tC,,single (sj 6:8 `6.9 4.1 tC, 2 stage (s) #F (s) , ' 3.5 3,3 22 p0 queue free % 87 97 100 ' cM capacity (vehlh) 219 594 814 ' � i � ' � , , ' Uolume;Total , 49 163 326 550 275 Volume Left 29 0 0 0 0 UolumeRight 20 0 q 0 0 cSH 297 814 1700 1700 1700 Uolume to Capacity 0.16 0.00 0.19 0:32 0.16 Queue Length 95th (ft) 15 0 0 0 0 �ontrol belay (s)' 19.5 0.0 0,0 0.0 0.0 Lane LOS C Approach Delay (s) 19:5 0.0 0,0 Approach LOS C M�x !LI� x" ��quu ur� �i �ii �,. . y,�r� W R� ilI�, IIMI� �'` " I� 1 . . �4�� ' .%�Mn r a ., . � � �� I�i. ��il ilP� . &»�. �„ � � i ��. r i , . . ,� i !h i . �, Average Delay 0.7 Intersection Capacity Utilization 31,5% ICU Level af Service A : Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E- 12 of 24 , Synchro 7 - Light: Report ' ' � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: Sunset Point Road & Hercules Ave PM Peak Hour Existing Tra�c Conditions � -► � � '_' � � � r' �► 1 � Lane Configurations �j '�'� �' '�'� fiT� '� TT P '1, .. T H � Volume (wph) 68 657 149 135 746 13Q 21$ 310 299 ' �21 ,�9$, 7� Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 To#alLosttime=.(s} 5:6 6.4 '6.4 5.6 6,4 6,� �.8 7.8 �.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,Q0 U.85 1.00 `0.�6 ' Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd Flow (prot) 1805 3539 1583 3433 35Q0 1752 3539 1599 . 18q5 3292 FIt Permitted 0.95 1.00 1.00 0.95 1.00 0.31 1.00 1.00 0.56 1.00 ' Sattl Ffow (perm) 1805 3539 1583 3433 3500 567 3539 15�� 1��'� . 3292 P e a k- h o u r f a c t o r, PH F 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adt, Flow (vph) ' 71 6$4 155 941 '777 135 227 323 �11 126 ; 206 ."" : 77 , RTOR Reduction (vph) 0 0 75 0 7 0 0 0 261 0 27 0 Lane Group Flow (vphj 71 684 80 141 9Q5 0 227 '323 ' 5p 126 25� ' Q Heaw Vehicles (%) 0% 2% 2% 2% 1% 0% 3% 2% 1% 0% 6% 3% � � ' , � , � , ' � ' iu��i ��p.v , � ,..., . ...... .:.... r...n r• ;-" . � .. . ,.. Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 8. 4-t �„ Actuatetl Green, G(s) 11.6 82.8 82.8 11.9 83.1 45.5 25.6 25.6 31.5 17.7 Effecti�e Green; g(s) 11.6 82.8 82.8 11.9 83.1 45.5 25.6 �5.6 315 �' 17.7 Actuated gIC Ratio 0.07 0.52 0.52 0.07 0.52 0.28 0.16 0.16 0.20 0.11 Clearance Time (sj 5:6 6,4 6.4 5.6 6.4 6.1 7.8 7,8 ; 6,1 7.$ Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp �ap �uph) 131 1831 819 255 181$ 322 566 ' 256 , 273 ;, 364 v/s Ratio Prot 0.04 0.19 c0.04 c0.26 c0.10 0.09 0.04 0.08 u�s Ratio Perm 0'♦05 c0.10 'D.03 ',0.05 ' v/c Ratio 0.54 0.37 0.10 0.55 0.50 0.70 0.57 0.19 0.46 0.70 Uniform Delay, d1 71.6 23.1 19.6 71.5 24.9 47,6 �2.1 158.� 55.5 6$.6 ' Progression Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.97 1.39 1.00 1.00 Incremental Delay, d2 4.5 0.6 02 2.6 1.0 6.$ 1,4 f: 0,4 1.2 ,` 6.1 Delay (s) 76.2 23.7 19.9 74.1 25.9 52.8 61.9 81.4 56.7 74.7 I.evel of Seroice E C ; B E C ' p ' E F E E' Approach Delay (s) 27.1 32.4 66.5 69.2 Approach LOS , C C ' E. , , E HCM Volume to Capacity ratio 0.53 Actuatetl Cycle Lengtf� (sj 160A Sum of lost time (s) 1"1.7 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Periotl ,(min) 15 c Critical �ane Group RAYSOR Transportation Consulting APPENDIX E- 13 of 24 , Synchro 7 - Light: Report � ' � � � ' � , � , 1 � � � � � t � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: Calumet Street (East) & Hercules Avenue PM Peak Hour Existing Traffic Conditions ^ � �i w.. , �. � „ , �.�; .. � � � �� , & Lane Configurations 'v 29 70 595 33 !46 . 4�1 Volume � ph) : , Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 To#al Lost time (s) 5.6 5.4 5.4 Lane Util. Factor 1.00 0.95 0.95 Frt 0:90 0.99 1,Q0 Flt Protected 0.99 1.00 1.00 Satd. Flow (prot) 1640 3515 ' 3461 Fit Permitted 0.99 1.00 0.84 Satd Ffow (perm) 1640 3515 ` 2932 Peak-hourfactor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) ? `32 78 661 37 51 501 RTOR Retluction (vph) 72 0 3 0 0 0 Lane Group Flow{uph) 38 ' 0 695 0 ' 0 552 Heavy Vehicles (%) 4% 3% 2% 0% 12% 3% Turn Type Perm Protected Phases 8 2 6 Permitted Phases 6 Actuatetl Green, G(s) 6.6 62.4 62.4 Effective Green, g�s� 6'.6 62.4 62.4 Actuated gIC Ratio 0.08 0.78 0.78 Clearance Time (s) 5:6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph} 135 2742 2287 v/s Ratio Prot c0.02 c0.20 v!s Ratio Perm 0.19 vlc Ratio 0.28 0.25 0.24 Uniform Delay, d1 34.5 2.4 ` 2.4 Progression Factor 1.00 1.00 1.25 Incremental Delay, d2 1.2 Q.2 0,2 Delay (s) 35.6 2.6 3.2 LeueE of'Service . D A A Approach Delay (s) 35.6 2.6 3.2 Approach LOS '' 'D ' A A HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group RAYSOR Transportation Consulting 0.26 80.0 Sum of lost time (s) :11 A 50.9% ICU Level of Service A 15 APPENDIX E- 14 of 24 , Synchro 7 - Light: Report HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue PM Peak Hour Existing Traffic Conditions � --► "�► � � � � I /� �► � 'r� Lane Configurations �j '�"�i � '�"� � �`'� � �`'� Valume (vph} 173 1003 36 89 954 94 ' 38 281 65 '�66 '. 24.t� ' 1�1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 7'f 6.5 7.1 7 3 7.9 ' 7.3 ?.9 .. Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95 Frt 1.00 4.99 1.00 0',�9 1.00 0.97 1,00 'U,�4 ' Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) '' 1736 3523 1805 3488 1805 3444 1681 3322 Flt Permitted 0.11 1.00 0.15 1.00 0.48 1.00 0.34 1.00 Satd. Flow {perm) 1`96 3523 290 3488 915 344Q 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 (vphJ , 182 1056 38 `94 1004 99 40 ,296 68 ;175 253. . 159 RTOR Reduction (vph) 0 2 0 0 5 0 0 19 0 0 93 0 Cane Group Flow'(uph) 182 1092 0 94 1098 0 40 345 ` 0 175 ' 3��3 0 Heavy Vehicles (%) 4% 2% 0% 0% 2% 3% 0% 2°/a 2% 7% 2% 3% Turn Type pm+�pt pm+pt pm+pt pm+pt Protected Phases 5 2 1 6 3 8 7 4 Perrnittea Phases 2 6 `' 8 4 Actuatetl Green, G(s) 65.9 53.0 57.5 48.8 25.2 18.8 33.8 23.1 Effective Green, g(s) 65:9 53.0 57,5 48,8 25.2 18.$ 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 T.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 (vph) 273 1�56 249 1418 240 539 ' 266 ' 63�3 vls Ratio Prot c0.07 c0.31 0.03 c0.31 0.01 0.10 c0.06 0.10 v/s Ratio Perm - Os29 0.15 0.03 c0.13 vlc Ratio 0.67 0.70 0.38 0.77 0.17 0.64 0.66 0.50 Uniform Delay, d1 20.1 27.1 19.3 30,8 38.3 47 4 `34,� 43.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 2.7 1.0 4.2 Q.3 2.5 '�.8 U.6 , Delay (s) 26.2 29.8 20.2 35.0 38.6 49.9 40.7 43.9 Ceuef of Service ' C C C ` D < D ' D D'� Approach Delay (s) 29.3 33.8 48.8 42.9 Approach LOS 'C C , D " D HCM Average Confrol Delay � HCM Volume to Capacity ratio Aetuated Cycle Length (s) Intersection Capacity Utilization 1 Analysis Period (min) c Critical Lane Group ' � RAYSOR Transportation Consulting ' 0.82 . ,,,.. �...,,, ,., ...., ,. _ 120.0 Sum of lost time (sj 35.3 82.0% ICU Level of Service D 15 APPENDIX E- 15 of 24 Synchro 7 - Light: Report � � , 1 � ' � 1 � ' ' ' � , i 1 1 � � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 2: Calumet Street (West) & Hercules Avenue PM Peak Hour Existing Tra�c Conditions � � � I i � Lane Configurations � �''� �`"� 1/olume (vehlh) 82 99 52 61� 398 48 Sign Control Stop Free Free G(`�tle 0°10 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Nourly flow rate (vph) '94 114 60 7Q5 457 55 Pedestrians Lane Width (ft) Walking Speed (ft/s) PerCQnt Bfockage Right turn flare (veh) Median typ.e None None „ , Median storage veh) Ups#ream signal (ft) 265 pX, platoon unblocked 0.95 vC, conflicting valume 957 256 513 vC1, stage 1 confvol vC2; stage 2 conf vol vCu, unblocked vol 860 256 513 tC, single (s) 6:9 7.0 4,3 tC, 2 stage (s) tF (s) 3.5 3,3 2.3 p0 queue free % 64 85 94 cM capacity (veh/h) 261 737 995 zas ly5 - Volume Left 94 60 0 0 0 Valume Right 114 ` 0 0 `' 0 55 ' cSH 404 995 1700 1700 1700 1/olume to Capacity 0.51 0.06 0.28 0:18 0.12 Queue Length 95th (ft) 71 5 0 0 0 Control Delay (s)'; 23'A 2,3 0.0 0;0 OA Lane LOS C A Approach Delay (s) 23.Q 0.9 OA "< < Approach LOS C Average Delay Intersection Capacity Utilizatian Analysis Period (min) RAYSOR Transportation Consulting 3.7 51.6% 15 ICU l.e�ef of Service ' �4 APPENDIX E- 16 of 24 Synchro 7 - Light: Report � � i � � � i � � � � � � j � , � � ' HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 4: Central Project Driveway & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � � � � p ��_, � � en� ;��w�� ' �` w��P�� ', ' 'a Lane Configurations '� �''� '�'� Volume (vehlh) ` 0 ' S 2 628 479 ' 0 Sign Control Stop Free Free Grade 0% '0% '0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 0 ' 6 ` 2 722 551 0 Pedestrians Lane Width (ft) Walking Speetl (ftls) P�rc2nt Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 350 pX, platoon unblocked 0.98 0.98 0.98 uC, conflicting volume 916 275 351 vC1, stage 1 conf vol vC2,.stage 2 conf �ol vCu, unblocked vol 881 229 509 tC, single (s) 6,8 6'��.9 4.1 � � �� tC, 2 stage (s) tF (s) 3:5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 285 767 1049 Ualume Total '6 Volume Left 0 �olume Right '6 cSH 767 Volume #o Capacity 0.01 Queue Length 95th (ft) 1 �ontrol Delay (s) 9:7 Lane LOS A Approach Delay (s) 9;7 Approach LOS A Average Delay In#ersection Capacity Utilization Analysis Period (min) RAYSOR Transportation Consulting ;243 481 367 1$4 2 0 0 0 0 0 0 0 1049 1700 1700 1700 0:00 ' 0.28 0.22 0'.11 _ 0 0 0 0 0.1 OA �,0 0.0 A OA 0.0 0.1 28,8°!0 15 ICU Levef of Seroice A APPENDIX E- 17 of 24 Synchro 7 - Light: Report � � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 5: Southern Project Driveway & Hercules Avenue PM Peak Hour Existing Traffic Conditions � � � `� '� �► � Lane Configurations 'j" � 1lolume (vehlh) ,1 ' 0 Sign Control Stop �ratle ' 0% Peak Hour Factor 0.87 0.87 � HouHy flow rate (vph) 1 0 Pedestrians � � � � � �� 1 629 484 0 Free Free 0% 0% 0.87 0.87 0.87 0.87 1 723 556 0 Lane Witlth (ft) Walking Speed (ft/s) percent Blockage Right turn flare (veh) Mediarr,type ` None , None Median storage veh) Upstream signal (ft) 960 pX, platoon unblocked vG, conflicting volume 920 278 556 vC1, stage 1 conf vol �C2, stage 2 conf vol vCu, unblocketl vol 920 278 556 tC, single (s} 6:$ 6.9 4,1 tC, 2 stage (s) #� (s) . 3.5 3.3 2.2 p0 queue free % 100 100 100 cM,capacity (uehlf�) 213 725 1024 � Itplume`Total � �� 1 242 482 371 1$5 � Volume Left 1 1 0 0 0 1/olume Right 0 0 0 ' 0 0 ' cSH 273 1024 1700 1700 1700 � llolume to Capacity 0:00 0.00 -0.28 0.22 0,11 Queue Length 95th (ft) 0 0 0 0 0 Confrol DelaY is) 18',2 - 0.1 O.Q 0,0 0.0 Lane LOS C A � Approach Delay (s) 18:2 OA 0,0 ` ' Approach LOS C � � � � � Average Delay 0.0 Intersection Capacity Utilization 28.1 % ICU Levef of Service A Analysis Period (min) 15 RAYSOR Transportation Consulting APPENDIX E- 18 of 24 � Synchro 7 - Light: Report [� � r ' � � ' , � � � � � � , � � � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 1: Sunset Point Road & Hercules Ave PM Peak HourTotal Traffic Conditions � --. � �- '- � *� t � �► 1 � Lane Configurations � '�'� � �� '�"�r � �`�` � � �'� Vaiume (vph) 68 657 156 145 746 13Q ':23Q 318 316 ' 121 203 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 'Cotal Lost time (s) 5,6 6,4 6.4 5.6 6,4 6.1 7.8 7.8 , 6.1, 7.� ` 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.q0 1:00 Q.85 1,00 0'.98 1.00 1.04 0.85 1.00' 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (pro#) 1805 3539 1583 3433 3500 17�2 3539 `1599 1805 3294 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.30 1.00 1.00 0.55 1.00 Said Flow(perm) 1805 3539 1583 3433 350Q 561 3539 1599 1049 3294 Peak-hour factor, 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 (uph) , 71 684 162 151 777 135 240 331 329 , 126 ; 211 77 RTOR Retluction (vph) 0 0 80 0 7 0 0 0 273 0 26 0 Lane Group Flow (vph) ; 71 6$4 82 151 905 0 240 331 56 126 262 0 HeavyVehicles(%) 0% 2% 2% 2% 1% 0% 3% 2% 1% 0% 6% 3% Tum Type Prot Perm Prot pm+pt Perrn pm+P� Protectetl Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 ' 8 8 4 Actuated Green, G(s) 11.6 81 A 81 A 12.4 81.8 46.8 27.0 27.0 31.7 18.0 �ffective Green, 9(s) 11.6 81.0 81.0 12.4 81.8 46,8 ` 27.� 27.0 31.7 1$.Q Actuated gIC Ratio 0.07 0.51 0.51 0.08 0.51 0.29 0.17 0.17 0.20 0.11 Glearance 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 3A 3A 3A 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 131 1792 801 266 17'$9 ° 333 597 274. 273 '` 371 '` vls Ratio Prot 0.04 0.19 c0.04 c0.26 c0.10 0.09 0.04 0.08 vls:Ratio Perm ' 0.05 c0,11 Q.03 0.05 vlc Ratio 0.54 0.38 0.10 0.57 0.51 0.72 0.55 0.21 0.46 0.71 Uniform Delay, d1 71.6 24.2 20,6 71,2 25.8 46,9 61.0 57.3 '55.3 ; 6$..5 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.97 0.97 1.42 1.00 1.00 Incremental Delay, d2 4.5 0.6 0.3 2.8 1A 7.4 1.1 , 0.4 �.2 6.0 Delay (s) 76.2 24.8 20.8 74.0 26.8 52.7 60.4 81.9 56.5 74.5 Level;of Service ` E C C E C D ` E F E � Approach Delay (s) 28.1 33.5 66.2 69A Approach LOS " C C E ' E HCM Volume to Capacity ratio 0.54 Actuatetl Cycle Le�gth (sj 160.0 Sum of lost time (s) 11.7 Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Periotl (min) 15 c Critical Lane Group RAYSOR Transportation Consulting APPENDIX E- 19 of 24 � Synchro 7 - Light: Report ' � � ' � � � � � � , � ' HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 3: Calumet Street (East) & Hercules Avenue PM Peak Hour Total Tra�c Conditions � � � � � Lane Configurations 3j'� '�'� �'�` Ualume (vph) 29 74 643 42 46 436 Itleal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost #ime (s) 5.6 5.4 5.4 Lane Util. Factor 1.00 0.95 0.95 Frt 0.90 0.99 1.00 Flt Protected 0.99 1.00 1.00 Sa#d. Flow (prot) 1638 3511 3459 Flt Permitted 0.99 1.00 0.83 Satd. Flow (perm) 1638 3511 ` 2892 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj, Flow (uph) : 32 82 714 47 51 484 RTOR Retluction (vph) 75 0 4 0 0 0 l,ane Group Flow (vph� 39 0 757 0 ' 0 535 � � .:. . , Heavy Vehicles (%) 4% 3% 2°/a 0% 12% 3% Tum Type Perm , ;' Protected Phases 8 2 6 Permitted Phases 6 _ Actuated Green, G(s) 6.6 62.4 62.4 Effective Green, g(s) 6.6 62.4 62.4 Actuated gIC Ratio 0.08 0.78 0.78 Clearance Time (s) 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph} 135 2739 2256 v/s Ratio Prot c0.02 c0.22 v/s Ratio Perm 0.18 v/c Ratio 0.29 0.28 0.24 Uniform Delay, d1 34.5 2,5 2.4 Progression Factor 1.00 1.00 1.20 Incremental Delay, d2 1';2 0,3 !0.2 Delay (s) 35.7 2.7 3.1 Level of Service D A A Approach Delay (s) 35.7 2.7 3.1 Approach LOS Q A A � HCM Volume to Capacity ratio Actuated Cycle Length �s� Intersection Capacity Utilization � Analysis Period (min) c Critical Lane Group � ' RAYSOR Transportation Consulting � 0.28 80A Sum of lost time (s) ' 11 A 52.3% ICU Level of Service A 15 APPENDIX E- 20 of 24 � Synchro 7 - Light: Report ' � � HCM Signalized Intersection Capacity Analysis Manufacturing Facility G-188 "Project Banner" 6: Drew Street & Hercules Avenue PM Peak HourTotal Tra�c Conditions � � � � � � � � � � � � Lane Configurations �j '�"� � �`'� �i �`'� � �`� � Volume (vph) 178 1003 36 89 954 104 38 288 65 ..1$3'. 25� "i�9 IdealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 T�ial,lost time (�) 6:� �7�.1 6.5 7.1 '��7.3 ' 7.9 '� 7.3 ;�' � T 9„�m„ 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 1.04 0.97 '1,OQ 0.�4 Flt Protectetl 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 3523 1805 3484 1$05 �442 1687 3321, ' Flt Permitted 0.10 1.00 0.15 1.00 0.45 1.00 0.33 1.00 Satd, Flow (perm) 182 3523 290 3484 ' 863 3442 583 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 40 303. ' 68 193 ' 265 , 167 � RTOR Retluction (vph) 0 2 0 0 6 0 0 18 0 0 94 0 Lane Group Flow (vph? 187 1092 ` 0 94 1107 0 4� '353. 0 1�3 338 .., 0 Heaw Vehicles (%) 4% 2% 0% 0% 2% 3% 0% 2% 2% _ 7% 2% 3% � , ' � � � �urn iype pniTpi pi�iTN� N��„-�r� �,��N� ,, Protected Phases 5 2 1 6 3 8 7 4 Permittetl Phases :2 ' 6 ' $ 4 Actuatetl Green, G(s) 66.0 52.7 56.8 48.1 25.5 19.1 34.1 23.4 Effective Green, g(s) 66'.0 52,7 56,8 48.1 25.5 19.1 �4.1 '23.4 Actuated gIC Ratio 0.55 0.44 0.47 0.40 0.21 0.16 0.28 0.19 Clearance Time (s) ' 6.5 �.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 (vph) 272 1547 247 1�97 �234 �54$ � 266, t> 648 �� v/s Ratio Prot c0.08 c0.31 0.03 c0.32 0.01 0.10 c0.06 0.10 �ts Ratio Perm 0,30 0,15 O.p3 cQ.14. `" v/c Ratio 0.69 0.71 0.38 0.79 0.17 0.64 0.73 0.52 Uniform Delay, d1 21.5 27,4 19.6 31,6 38.1 47 3 ��,A� 43.� Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 2.7 1 A 4.7 0.3 2.6 9 4 ;_'. 0.8 Delay (s) 28.5 30.1 20.6 36.3 38.4 49.8 44.8 44.0 Leuel of:Service C C C D D ' D D D. Approach Delay (s) 29.9 35A 48J 44.3 Approach LOS C D ' D ,. ,. D. , � ' Il41Vl./iVCIdI�C 1,UUUV1 VCItl�/ JV.Y � f1VIVl LGVGI VI t7CIVll.O ( u HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s} 120.0 Sum of lost time (s} 35.3 Intersection Capacity Utilization 83.7% ICU Level of Service E ' Analysis Period (min) 15 c Critical Lane Group � � RAYSOR Transportation Consulting APPENDIX E- 21 of 24 Synchro 7 - Light: Report � �� r� � � � � r ' ' HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 2: Calumet Street (West) & Hercules Avenue PM Peak Hour Total Traffic Conditions � � � � 1 � Lane Configurations � �''� �''� Volume (�eh/h) 94 84 `79 638 398 70 Sign Control Stop Free Free �rade 0% Q% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 108 97 '91 733 457 '$0 Pedestrians Lane Width (ft) ; Walking Speed (ft/s) �ercent Blockage ' :. . ; Right turn flare (veh) Median type None None . Median storage veh) Upstream signal (ft) 265 � .., .. pX, platoon unblocked 0.95 vC, conflicting volume 1046 269 538 = vC1, stage 1 conf vol vC2, stage 2 conf vol - vCu, unblocked vol 938 269 538 #C, single (s) 6';9 7,0 4.3 tC, 2 stage (s) t� ts) 3.5 3.3 :2.3 p0 queue free % 51 87 91 cM capacity (veh/h) 223 723 973 ' �Olume Total 205 335 489 305 233 Volume Left 108 91 0 0 0 Volume Right 97 0 Q 0 BO _ cSH 331 973 1700 1700 1700 ' VQlume,to Capacity 0.62 0.09 0.29 0.1$ 0'.14 __ Queue Length 95th (ft) 98 8 0 0 0 . , , . Control Delay (s) 32:0 3.2 0.0 0,0 0.0 ' Lane LOS D A � Approach Delay (s) 32:0 1.3 OA Approach LOS D � � ' � , Average Delay In#ersection Capacity Utilization Analysis Period (min) RAYSOR Transportation Consulting 4.9 53.5% ICU Level of Service A 15 APPENDIX E- 22 of 24 ' Synchro 7 - Light: Report ' � � � � � � � G � ' � 1__J ' ' , � � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 4: Central Project Driveway & Hercules Avenue PM Peak Hour Total Tra�c Conditions � � '� t � � �� m �� . n , ,,� , ,� �,. rnent � ; ° . �u ��," '� y � ,��r��y��'�'�; �. Lane Configurations � �''� �''� 1/olume'(vehlh} 0 5 2 685 464 Q Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) -0 ' 6 2 787 533 0 Pedestrians Lane Witlth (ft) Walking�Speed (ft/s) Percent Blockage , Right turn flare (veh) Median type None None ' Metlian storage veh) Upstream signal (ft) , 350 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 932 267 533 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 902 228 498 #C, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF �s) 3.5 < 3.3 2.2 p0 queue free % 100 99 100 cM capacity (vehlh) 277 770 1061 Volume Left 0 2 Volume Right 6 0 cSH 770 1061 Uolume'to Capacity 0.01 0.00 Queue Length 95th (ft) 1 0 Control Delay (s)' 9.7 0.1 Lane LOS A A Approach Delay (s) 9.7 0.0 Approach LOS A Average Delay Intersection Capacity Utilization Analysis Period (min) RAYSOR Transportation Consulting 525 356 178 0 0 0 0 0 0 1700 1700 1700 0.31 0.21 0.10 0 0 0 A:0 OA OA D,0 ' 0.1 30.3% 15 ICU Level of Seroice A APPENDIX E- 23 of 24 � Synchro 7 - Light: Report ' IJ ' ' ' C ' � ' � HCM Unsignalized Intersection Capacity Analysi�Vlanufacturing Facility G-188 "Project Banner" 5: Southern Project Driveway & Hercules Avenue PM Peak Hour Total Traffic Conditions � � � � # � Lane Configurations � �'�' �`'� Volume'(vehlh) ' 35 52 0 652 469 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 40 60 0 `749 539 0 ` Pedestrians Lane Witlth (ft} Walking Speed (ft/s) Percenf Blockage Right turn flare (veh) M�tlian type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting uolume 914 270 539 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 914 270 539 tC, single (s) 6'.8 6.9 4.1 tC, 2 stage (s) tF (s� 3.5 3,3 2.2 p0 queue free % 85 92 100 cM capacity (veh/h) 276 734 1039 None None 960 ' llolume Total 100 250 500 359 1$0 Volume Left 40 0 0 0 0 Volume Right 60 0 0 4 4 cSH 441 1039 1700 1700 1700 � lfolume to Capacity 0.23 0,00 0:29 0:21 4,.11 Queue Length 95th (ft) 22 0 0 0 0 �onfrol'belay (s) 15.6 OA 0.0 0,0 0.0 Lane LOS C , Approach Delay,(s) 15:6 OA 0,0 Approach LOS C C! , I ' � �J ' Average Delay Intersection CapaCity Utilization Analysis Period (min) RAYSOR Transportation Consulting 1.1 29:8% fCU Level of Senrice A 15 APPENDIX E- 24 of 24 Synchro 7 - Light: Report APPENDIX F Operational Analysis Roadway Segments ' I' Arterial 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 ' Dist Arterial Arterial Cross Street Class : Speed ` Time � qelay Time'(s} (mi} Speed ' LOS Calumet Street (East II 40 106.7 2.1 108.8 1.19 39.2 A , Sunset 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 1 Arterial Level of Service: SB Hercules Avenue Arterial Flow " Running Signal Travel 'Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS ' Calumet Street (East II 40 33.1 6.0 39.1 0.33 30.8 B Drew 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 ' I � I � I � I � I , I � I ' I � I � , RAYSOR Transportation Consuiting Synchro 7- Light: Report � APPENDIX F- 1 of 4 , Arterial Level of Service Manufacturing Facility G-188 "Project Banner" AM Peak Hour Total Traffic Conditions Arterial Level of Service: NB Hercules Avenue Arterial Flow Running Signal Travel ; Dist Arterial , Rrterial Cross Street ' Class Speed Time Delay Time (s)' '(mi) 5peed 'LOS Calumet Street (East II 40 106.7 2.6 109.3 1.19 39.1 A Sunset Point Roatl II 40 33.1 52.2 85.3 0.33 14.1 E Total il 139.8 54.8 194.6 1.52 28.1 B Arterial Level of Service: SB Hercules Avenue - Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time"(s) '{mi) :Speed LOS Calumet Street (East II 40 33.1 7.0 40.1 0.33 30A B Drew Street II 40 106.7 39.1 145.8 1.19 29.3 B Total II 139.8 46.1 185.9 1.52 29.4 � .. .. _ _. 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 ,Dist ' Atterial "`Arterial Cross Street Class Speed Time ' Delay Time (s) (mi) Speed �OS Calumet Street (East II 40 106.7 2,9 109.6 1.19 38.9 A Sunset Point Road II 40 33.1 63.8 96.9 0.33 12.4 F Total U 139.8 66.7 206.5 1.52 26,5 C Arterial Level of Service: SB Hercules Avenue Arterial Flow Running Signal Travel Dist Arterial Arterial Calumet Street (East Drew Street Total 40 40 33.1 3.5 106.7 35.0 139.8 38.5 me (s) (mi) Speed tOS 36.6 0.33 32.9 B 141.7 1.19 30.1 B 178.3 1.52 30.7 B RAYSOR Transportation Consulting Synchro 7- Light: Report APPENDIX F- 3 of 4 i� , Arterial Levei of Service Manufacturing Facility G-188 "Project Banner" PM Peak Hour Total Tra�c Conditions Arterial Level of Service: NB Hercules Avenue � Arterial Flow Running Signal Travel Disf Arterial Arterial Cross Street Class Speed Time Delay Time (s); {mi) ' Speed LQS I Calumet Street (East II 40 106.7 3.0 109.7 1.19 38.9 A Sunset Point Roatl II 40 33.1 62.2 95.3 0.33 12.6 F Total II 139.8 65.2 205A 1.52 26.7 C � Arterial Level of Service: SB Hercules Avenue Arterial Flow Running Signal Travel . Dist Arterial Arterial , Cross Street Class Speed Time Delay Time (s): `(mi) ° Speed LOS Calumet Street (East II 40 33.1 3.4 36.5 0.33 33.0 B Drew Street II 40 106.7 35.5 142.2 1.19 30.0 B � Total II 139.8 38.9 178:7 1.52 30.6 B � � � � � , 1 l [� 1 RAYSOR Transportation Consulting Synchro 7- Light: Report � APPENDIX F- 4 of 4 , I 1 t t I 1 i � � � i � � � � � � j � APPENDIX G Turn Lane Warrants t � � � ' r � � ' ��1 � � � � � 1 r � ' Locat�on: Hercules Avenue at Calumet Street West (Southbound Right-Turn Lane) AM Peak Hour PM Peak Hour Right-Turn Volume: 108 Right-Turn Volume: 70 Warrant Threshold: 125 Warrant Threshold: 125 Chapter 7 Wght Tum Lane5 ?.2 wH�rt sHOU�o we BUIID RIGHT TURN LANEST Roadway Posted Number ot Enhibit qq Speed Llmit RIgM Tums P`or Hour iLL�COMMI3NY)i;I} 45 mph or less 80-125 r— GUIDEI.INF�1 POR Orer 45 mph 35��— F�CC1.iJS[VI? RI(,H7' ,i1�y, not be appropriakr fc�r signalized lacations where signal TiJRN I.ANI?S TO phasing plays an im�rtant role in determining the need for iINS1GNAJ1%ED` ��ht tum 1a��es. llRNL�WAY i. 'llie bwer thrcsholJ of 84 right turn vedicles per hour would be most used for higher voltime (greater thun 600 �rhicics per hour, per lane in onc dir�dion o� the mayor n�+dwny) or tHKrl.ine roaiis where luteral movement is restric�ted. The iss rigfit turn vehicles per h��r up�er threshold would be most appivpriete on lower volume roarlH:�ys, multilane highwaya, or drictwvays witb a large entry r7ciii�s (yo feet orgreater}. z. 7'he tower threshold of 3� right turn vehicles per huur woul<i t�e most appropriately used on higher volume two- lane roadwavs where lateml rtwvement is res[ricted. TEie 58 �'�Kht hi�n veYiiclrs per Fwur upper tl�rrshoCd woiild k�e most xpproUriate on lower volume roadways, multilane highwaqs, or dricewnys with Iarge entry radius (So feet or gtrnter). Note: A posted speeri limit of q5 mph may Ue us�d with these thresholds if the oyerating speeds arr known M be over q;5 mUh during the time of peak righe uirn demand. Note on 7Y�qQ'ieprojections: Proje�cting tum �x�lumes is �t best a knowlydgable guess. Keep this in minc3 espeeially if ti�e projections of right turns are dose to nxeting the guidelines. In [hat rnse you may want t� reqnim constniction. FDOT Orioeway Handbook sq RESULT: Not Warranted March 2D05 SouRCE: FDOT Driveway Handbook MANUFACTURING FACILITY G-1HH ��PROJECT BANNER�� Right Turn Lane Warrant Eva/uation RAYSOR Transporfation Consulting APPENDIX G- 1 of 6 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 CrWp[er 7 WqhtTum Lanes 7.2 WHEN 5HOULD WE BUII.D RIGHT TURN LANES? Raactway Posted Numbar ot t�chibit;q Spead Llmlt R{gM Tums Por Hour ItBC;O14IM131V'G1iD 45 mph or less 80-125�� GUIDFt.nvu!� POR pypr 45 mph 3S-SS EXCLIJSIVIi RIGFt7' ,yqay not be appropriate for signalized 1pcaCipns where signal 'f(JRN I.ANNS 1'O Phasing plays an important role in determining ti�e need foe iS2JSIGNAIJ;LI:p' ��htturnlanes. llRIVLWAY z. 'C'�e tqwer thmwhold of So right turn �ehirlcs per hour weruld be inost use��i fnr higher volctme (grepter thun 600 vchickes per hour, per Ianc in one direction on the major roadwny) or bro-lane roacis where latenl mo�rment is restric�teci. The i25 right t��rn vehicles per fiour upper threshold would be most appivpriatc on lower volume roadw�ys, multilane highways. or drivcwayx wil6 a tatge eotry raciiids (,50 #eet or greater). s. 'I�e 4ower [hreshold of 35 righc h�rn vehicles per hour woiild be must appropriarely nsed an higher volume Cwo- lane roadN�aps x=here lateral mm^ement is res[ritYed. The gg right t��rn vehiclrx {�er kwur uNper thaeshold would be most aµpropriate nn lawrr voCume rosdwnys, mult4lane highway°s„ or dri�rways wiEh large enuy mdius (So Cec:t or grenter). Note: A posted speeel limit of qs mE�h may Ue used with these threaholds if the oyerating sper�is are knoµn to be over q,5 m�h during the time of peak ri�ht turn demand. Note on 7rc{83e projectiuns: Projee�ting turn tblumes is nt ['�ca�t a kmowledgable guesa. Keep this in oii�xi e+peciall}° if th�r projections of righ[ turns are dase to meeYing the qnidelines. ln thai case }rou may want to mquim rnnstnection. F�3(7T Driv�wdy Handbook gp MBrth 20Q5 RESULT: Not Warranted SouRCe: FDOT Driveway Handbook MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transporfation Consulting APPENDIX G- 2 of 6 t � � � , , � , r� ' � ' ' � � � ' � , Location: 1lercules Avenue at South Pro�ect Driveway (Southbound Right-Turn Lane) AM Peak Hour PM Peak Hour Right-Turn Volume: 0 Right-Turn Volume: 0 Warrant Threshold: 125 Warrant Threshold: 125 Qw3pter 7 RlghtTum Lanes 7.2 WHEPt 5HOULD WE BUIlO RIGNT'T4JRN LANEST Roadway Posted Number ot ��i� d;� $peed Llmit RigM Tums F�r Nour It�C4MML'NUFiT? 45 mph or less�— -60-125�— GUIDFt.rnrn!� FOR py@� 45 mph 95-55 6XCLIJS[vFi RIt.H7' w�,iaq not be apyropriate for signalized laptions whece signal 1'iJRN t.ANI.S TO phasing plays an important role in delermining the need for iJN31GNAIJ`l.ED right tum lanes. llRIVLGVAY i. 'I'he loK�er threshold of 8o right turn vehicles yer haur wcwld be most used for higher volwne lgrester ahan 600 rchicles per hour, per Innc in one dimction on the major rcr,�ciw:�y) pr twro-l:ine roacis whern lateral mo��ement is restri<�tri1. The i:�,5 right h�rn �rhic3es per ha�r upper thresholet �uld be most aµp�opriale on lowcr volume re.3�r�ps, m�iltilane highways, or drivewaya with a large entry radius (go fret orgreater). z. 7hc li�wer threshold of 3$ right turn vehicles per hoar would t�e mos�t appropeiately used on higher volume two- la�e ruaciways where Iateral rtwvement is restrictad. The gg riKht tum vehic9es {wr twur ttp{�er threshold woulci be mast app�ropr�ate on lowrr voEumr roadwnys, multilane highways, ar dri�rways with iarge en[iy rndius (5o fert or g[rate�). Nate: .4 �aosted speeci limit nf q5 mph may Ue u.sed wlth these thresholds if the operating speeds :�re known m be ot�er qy rnph during ihe time nf peak right hirn demand. Nore ott TS��'ic prqjer.tions: Projecting tum volumes is nt best � knowlydgable gurss. Keep this in mind especially if the projertions of right hrrns are ciose to meeting the guidelines. ln that case you may want tn requim mnstnFCtion. FDC1T GrivewaY Hardbook 6p RESULT: Not Warranted Mareh 2005 SouRCE: FDOT Driveway Handbook MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transporfation Consulting APPENDIX G- 3 of 6 t � � � � � ' r � ' ' ' r � � 1 ' � ' Location: 1lercules Avenue at Calumet Street West (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 913 Opposing Volume: 468 Left-Turn Volume: 108 Left-Turn Volume: 79 NpTE : WNEN vd < 400 VPH (dashed I�ne�. A IEFT—TURN I.ANE IS NpT NORMAL�Y WARRANTE� UN[.ESS �iHE ADVANCING VOLUME (Va) IN THE SAME DIRECTION /�S THE �EFT—TURNING TRAFFIC EXCEE�S 40(7 VPH (V�> 4Qp VP�i�, 2G00 z � �� w � � � > >� � z N � 0. ts. a � 0 > SouRCe NaTional 5 t0 15 20 25 V� �EFT TURNfMG VOLUME {VPH 1 RESULT: Warranted Research Proaram Report #279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transportation Consulting APPENDIX G- 4 of 6 Locat�on: Hercules Avenue at Central Pro�ect Dr�veway (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 776 Opposing Volume: 464 Left-Turn Volume: 0 Left-Turn Volume: 2 NpTE : WHEN Vo < a0p VPH (dashed f�nel. A �EFT—TURN LANE IS NOT NORMALLY WARRANTEO UNL£S5 THE ADVANCING VO�UME (Va) lN THE SAME piRECTIpN AS THE �EFT—TUftNING TRAFFIC EXCEEDS 4pq VPH (V�y qpp VPH►. 2G�OCJ z a �� > w � � J ? � �( � Z � O o. a O � 0 > 5 10 15 20 25 V� L�Fi TURNING VOLUME i VPH ) RESULT: Not Warranted SouRCE: National Cooperative Highway Research Program Report #279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transportation Consulting APPENDIX G- 5 of 6 Locat�on: 1lercules Avenue at South Pro�ect Driveway (Northbound Left-Turn Lane) (1) AM Peak Hour (2) PM Peak Hour Opposing Volume: 776 Opposing Volume: 469 Left-Turn Volume: 0 Left-Turn Volume: 0 N(1TE : WHEN Vo < 4p(7 VPH (dashed fi�e). A I.EFT—TURN I.ANE !S NOT NORMALLY Wl�,RRANTE� UNLESS 7HE AOVANCIhlG VO�UME (Vaj tN TNE SAME OIRECTION AS THE �EFT—TURNING TRAFFIC EXCEEDS dp(} VPH (V�� 4Qp VPH►. 2Q00 X °' 150C > w � � � > 100( C� z � 0 4 0. � � O > 5 10 S5 2fl 25 V� I.EFT TURNIh1G VOIUME (VPH ) RESULT: Not Warranted SouRCE: National Cooperative Highway Research Program Report #279 MANUFACTURING FACILITY G-188 ��PROJECT BANNER�� Right Turn Lane Warrant Evaluation RAYSOR Transportation Consulting APPENDIX G- 6 of 6 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: Z�1z (0 (CD2 4V E z / ENGINEERS, INC. 4525 S. Monhcattan Avers, Tcxmpc o, FL 33611-2305 / T: (813) 839 -0506 F: (813) 839 -4616 AAC001624 1828 (,QB0013991 W w w, 1 o n g o n d cy s s P C i n t e s_ c o m L (�, � Y tai ,• "4 � , Kwifv_4- j nu1 -4, P.E. , . #Q2392 ISSUED: July 10, 2013 Date Proposal /For Planning Purposes Only /Contingent on Final Business Approval PROJECT NO. 201322 Contents PROJECTDESCRIPTION ................................................................................. ............................... SEASONAL HIGH WATER .............................................................................. ............................... SOILSDATA ................................................................................................... ............................... PRE - DEVELOPED DRAINAGE ........................................................................ ............................... POST - DEVELOPED DRAINAGE ...................................................................... ............................... SUMMARY.................................................................................................... ............................... Appendix A — Proposed Basin Map Appendix B — ICPR Pre - Developed Analysis Pre - Developed Basin Summary Appendix C — Proposed Pond Stage vs. Storage Table & Treatment Volume Sand Filter Underdrain Appendix 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 Appendix E — SWMM Model Input Files Appendix F — SWMM Model Output Files Appendix G — Correspondence Proposal /For Planning Purposes Only /Contingent on Final Business Approval 3 3 3 3 4 5 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 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 will be replaced with box culverts under the parking areas. In order to show the feasible of this proposed project for the City of Clearwater's Flexible Development Application 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 Seasonal High Water elevation of 44.70' (NAVD) . SOILS DATA In reviewing historical aerial photographs it appears the site has undergone a significant amount of earthwork 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 backfilling and reworking historically and the soils are best described as Urban Land. PRE - DEVELOPED DRAINAGE In its existing condition the project area contains several existing stormwater management ponds with SWFWMD 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 13.12 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 —Deve I ope d Desc Area Area CN CN *Area ac sf Impervious 9.556 416,269 98.00 936.51 76.18% Pervious 2.619 114,089 74.00 193.82 20.88% Pond 0.369 16,082 100.00 36.92 2.94% Total 12.545 546,441 1167.25 Weigthed CN= 93.05 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 188,049 gsf building, associated parking and stormwater management system. Proposal /For Planning Purposes Only /Contingent on Final Business Approval PROJECT NO. 201322 r: . _ L D . Proposal /For Planning Purposes Only /Contingent on Final Business Approval / / I I I I I I I ----------------- i' CALUMETST VTTV i — -- i I L J � a a aoNr =J1 — — EXtSTINB CREEK -1� TWO SEASONAL HIGH VfATER ELEVATION MARKERS, IN THIS LOCATION, WERE VERIFIED BY DISTRICT SENIOR ENVIRONMENTAL SCIENTIST JEFF GLAS ON MAY 1, 2013 (CT# 364652). SHW#1 is 44.64 and SH 2 1$ 44.73 I I I I I I ill IIII I IIII I IIII I III I II I I VIII I Illb � III I I�� I I as w� =o 7- j IIII I I II Illli o�l�ll I L rT/ N PROPOSED s — BASIN MAP 1 SCALE: 1 " =80' • 80, 160, Proposal /For Planning Purposes Only /Contingent on Final Business Approval BUILDING DATA OEXISTING 26,037 GSF MANUFACTURING I WAREHOUSE OEXISTING 7,148 GSF MANUFACTURING OEXISTING 7,132 GSF MANUFACTURING OEXISTING 8,467 GSF MANUFACTURING OEXISTING 7,173 GSF MANUFACTURING OEXISTING 29,226 GSF MANUFACTURING O] EXISTING 3,250 GSF POWER BUILDING (UNMANNED) OEXISTING 2,375 GSF TEST FACILITY /WAREHOUSE OEXISTING 7,175 GSF WAREHOUSE �0 EXISTING 77,546 GSF MANUFACTURING/ WAREHOUSE I PRODUCTION (2-STORY) (LEVEL 01: 40,516 GSF I LEVEL 02: 37,030 GSF) ' Z DEMOLISHED �vv ( ",""" "wSr WAREH8baE) X� DEMOLISHED (14,347 GSF WAREI OUSE) 175,529 TOTAL EXISTING GSF TO REMAIN NEW 188,049 GSF PROPOSED MANUFACTURING FACILITY w 4�JG �S -O sa �O OAl Y No LEGEND I Issues & Revisions — — PROPERTY LINE o STORM INLETS SETBACK LINE 0 IZ Z STORM OUTFANS • MATCHLINE w :2 o O O Z ao ao Lu SANITARY LIFT STATION a NEW FIRE LINE W V) ° mZ�LL U LLJ Q c c c Q < w m NEW STORM LINE ® NEW MANUFACTURING FACILITY NEW SANITARY LINE w J 0 0 k� 2 ° °b X NEW ELECTRICAL LINE � H- NEW SURFACE RETENTION SAN EXISTING SANITARY LINE J LL- NEW CONCRETE W EXISTING WATER LINE EXISTING SANITARY FORCE NEW ASPHALT PAVING MAIN PRIVATE LINE FIRE HYDRANT O BUILDING NUMBER 0 MANHOLE w 4�JG �S -O sa �O OAl Y No '0' I Issues & Revisions Z Z o D= J Z 0 IZ Z w 00 w :2 o O O Z ao ao Lu o U 0 a > W V) ° mZ�LL U LLJ Q c c c Q < w 11 0 Z w J 0 0 k� 2 ° °b X N % � H- LLJ Z J w 4�JG �S -O sa �O OAl Y No Dale I Issues & Revisions Z LU J Z 0 IZ Z w 00 w :2 o J Z0� Lu EXl .0 Q U- > U V) ° mZ�LL U LLJ Q < w 11 0 Z w J C U \ C M X � H- LLJ Z J LL- w 4�JG �S -O sa �O OAl Y No Dale I Issues & Revisions A 0 D Phase: FDA DOCS Drawn By: ESL Checked By: KMB Job No 201322 Date: 07 -10-13 PROPOSED BASIN MAP EXl .0 PROJECT NO. 201322 Proposal /For Planning Purposes Only /Contingent on Final Business Approval Pre - Developed Basin Summary Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac): Vol of Unit Hyd (in): Curve Number: DCIA ( %): PRE BASE 25YR PRECUT SCS Unit Hydrograph Uh256 256.0 2.00 2.00 SCSIIm -24 9.000 24.00 Onsite 15.00 0.00 12.545 1.000 74.000 0.000 Time Max (hrs): 12.07 Flow Max (cfs): 39.68 Runoff Volume (in): 5.827 Runoff Volume (ft3): 265353 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 Proposal /For Planning Purposes Only /Contingent on Final Business Approval PROJECT NO. 201322 G•' ,1 ._M Proposal /For Planning Purposes Only /Contingent on Final Business Approval Pond EL AREA (sf) AREA (ac) 46.00 1 876.7 0.043 47.00 3,070.5 0.070 48.00 4,549.2 0.104 49.00 6,312.9 0.145 50.00 8,361.6 0.192 51.00 10,680.3 0.245 5200 . 13,229.5 0.304 53.00 16,082.0 0.369 54.00 19,137.4 0.439 546,441 sf 12.545 ac - Basin Area 22,768 cf 0.523 ac -ft - Req. 1/2" Treatment Vol 50.42 ft - Req. Treatment EL 50.42 ft - Weir Invert EL 22,769 cf 0.523 ac -ft - Vol @ Weir Invert EL 9,335 sf 0.214 ac Area @ Weir Invert EL Proposal /For Planning Purposes Only /Contingent on Final Business Approval SURFACE SURFACE CONIC CONIC EL AREA AREA CUM.VOLUME CUM.VOLUME (ft) (sf) (ac) (cf) (ac -ft) 46.00 1877 0.043 0.00 0.0000 46.10 1996 0.046 193.61 0.0044 46.20 2115 0.049 399.16 0.0092 46.30 2235 0.051 616.65 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 1340.75 0.0308 46.70 2712 0.062 1606.00 0.0369 46.80 2832 0.065 1883.18 0.0432 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 47.20 3366 0.077 3116.96 0.0716 47.30 3514 0.081 3460.95 0.0795 47.40 3662 0.084 3819.72 0.0877 47.50 3810 0.087 4193.29 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 48.20 4902 0.113 7227.97 0.1659 48.30 5078 0.117 7726.96 0.1774 48.40 5255 0.121 8243.58 0.1892 48.50 5431 0.125 8777.84 0.2015 48.60 5607 0.129 9329.73 0.2142 48.70 5784 0.133 9899.27 0.2273 48.80 5960 0.137 10486.44 0.2407 48.90 6136 0.141 11091.25 0.2546 49.00 6313 0.145 1171370 0.2689 49.10 6518 0150 12355.20 0.2836 49.20 6723 0.154 13017.19 0.2988 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 17419.37 0.3999 49.90 8157 0.187 18224.78 0.4184 50.00 8362 0.192 19050.67 0.4373 50.10 8593 0.197 19898.39 0.4568 50.20 8825 0.203 20769.30 0.4768 50.30 9057 0.208 21663.40 0.4973 50.40 9289 0.213 22580.68 0.5184 50.50 9521 0.219 23521.16 0.5400 50.60 9753 0.224 24484.82 0.5621 50.70 9985 0.229 25471.67 0.5847 50.80 10217 0.235 26481.70 0.6079 50.90 10448 0.240 27514.93 0.6317 51.00 10680 0.245 28571.34 0.6559 51.10 10935 0.251 29652.08 0.6807 51.20 11190 0.257 30758.32 0.7061 51.30 11445 0.263 31890.06 0.7321 51.40 11700 0.269 33047.28 0.7587 51.50 11955 0.274 34230.00 0.7858 51.60 12210 0.280 35438.22 0.8135 51.70 12465 0.286 36671.92 0.8419 51.80 12720 0.292 37931.12 0.8708 51.90 12975 0.298 39215.81 0.9003 52.00 13230 0.304 40526.00 0.9303 52.10 13515 0.310 41863.19 0.9610 52.20 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 47497.20 1.0904 52.60 14941 0.343 48977.01 1.1244 52.70 15226 0.350 50485.35 1.1590 52.80 15512 0.356 52022.22 1.1943 52.90 15797 0.363 53587.61 1.2302 53.00 16082 0.369 55181.53 1.2668 53.1 0 16388 0.376 56804.98 1.3041 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 53.70 18221 0.418 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 O CO CO O O I - O M y 0 (T) M N OVocooQQQ z z z N CD 2 O 4- M r` O O M M I N M O r 0 0 0 U O M O O O O >,S6666 I I I 0070 Cp M� F- O r-- M CO Cn O N n CD M O E CD 00 I M CO O > N V r O Cfl O CO O V 7 c) N a) M COp i In V V� V V V � v C) O O) O O r O r O O r CO M N V O m O O M, CMO LO a U r CO O) r N N _m OCOV Mr D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E O CO N O N M M L N 7 m O CO O t` c) O O D r C, 9 V V Lo yj O N O O V 7 I I II II II I I I^ I I II I I II I I II I I I^ II I I II I^ II I I I^ 11 II O O m m C) N a w m "O Q d N in N M m _m o E> o m w m .2- C-1) F m m a� ° Q Q co o 0 Q Q W~ 0 2 0 o Q °� m a a H a o m U m m ° 1- o U o In w an d N (D O a O m �5 Uo° Q aCL IL LLJ ao �L _ali c E a°i LL Ii ° 7 J IL Z O 7 Cfl M N M CO N V N N N d H N CD CO Cn N CO Z- v 0 Ln o Lo O ro O In o In o r°n r°n v v v v v v v v (l1) a6els Proposal /For Planning Purposes Only /Contingent on Final Business Approval O O O I� w N C N Q C C m C 2 d @ V r CO O r M O O N 7 CD O CO M� COO N N CM 00 N O V' q N O n O V O 10 It M O r CA r N O N V V V N N 7 m O CO O t` c) O O D r C, 9 V V Lo yj O N O O V 7 I I II II II I I I^ I I II I I II I I II I I I^ II I I II I^ II I I I^ 11 II O O m m C) N a w m "O Q d N in N M m _m o E> o m w m .2- C-1) F m m a� ° Q Q co o 0 Q Q W~ 0 2 0 o Q °� m a a H a o m U m m ° 1- o U o In w an d N (D O a O m �5 Uo° Q aCL IL LLJ ao �L _ali c E a°i LL Ii ° 7 J IL Z O 7 Cfl M N M CO N V N N N d H N CD CO Cn N CO Z- v 0 Ln o Lo O ro O In o In o r°n r°n v v v v v v v v (l1) a6els Proposal /For Planning Purposes Only /Contingent on Final Business Approval PROJECT NO. 201322 Proposal /For Planning Purposes Only /Contingent on Final Business Approval ro u ro ra x la O z z o 0 E F O O O U w � o 0 F J Proposal /For Planning Purposes Only /Contingent on Final Business Approval 3 u -1 z � 41 > Q u Ga U 0 a r t5 � 0 N H v z 4 (0 I- cn —1 ro U C C7 al cn al � .� —A N a a) O r 5 7 G 0) C U O a) rl CS tP vl }a x 'x a) is G 04'd -H ro U 4j -H uJ ro N C C (1) [n D U] 7 cq P. -H N O -H +J N N rl W (1) 4J u -H ro H 5 U w t, w a» u u ro s4 0) -H x 'OU)U)H� mocncnmU) aCL4 OS: acna,ww 0 rd z9>1 -1x oao5cn>+N 1-1 04�5;U mrxwwwx Proposal /For Planning Purposes Only /Contingent on Final Business Approval Input Report ___= Basins Name: POST Group: BASE Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 12.545 Curve Number: 93.00 DCIA(o): 0.00 ------------------------------- Name: PRE Group: BASE Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 12.545 Curve Number: 74.00 DCIA( %): 0.00 ___= Nodes Name: POSTOUT Group: BASE Type: Time /Stage Time(hrs) Stage(ft) --------- - - - - -- --------------- 0.00 43.000 36.00 43.000 ---------------- - - - - -- Name: POSTPOND Group: BASE Type: Stage /Area Stage(ft) Area(ac) 46.000 0.0430 47.000 0.0700 48.000 0.1040 49.000 0.1450 50.000 0.1920 51.000 0.2450 52.000 0.3040 53.000 0.3690 54.000 0.4390 ---------------- - - - - -- Name: PREOUT Group: BASE Type: Time /Stage Time(hrs) Stage(ft) --------- - - - - -- --------------- 0.00 43.000 36.00 43.000 Node: POSTPOND Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------------------------------------------- Node: PREOUT Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Base Flow(cfs): 0.000 Init Stage(ft): 43.000 Warn Stage(ft): 44.000 ----------------------------------------------------- Base Flow(cfs): 0..000 Init Stage(ft): 46.000 Warn Stage(ft): 53.000 ----------------------------------------------------- Base Flow(cfs): 0.000 Init Stage(ft): 43.000 Warn Stage(ft): 44.000 Interconnected 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 From Node: POSTPOND Group: BASE To Node: POSTOUT UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise(in): 24.00 24.00 Invert(ft): 42.090 42.020 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA 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 Length(ft): Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Solution Incs: Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 50.420 Control Elev(ft): 50.420 266.00 5 Automatic Most Restrictive Both 0.000 1.000 Use do or tw Use do 10 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: \04- JOBS \201322 \25YR.132 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Proposal /For Planning Purposes Only /Contingent on Final Business Approval Post Developed Basin Summary Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac): Vol of Unit Hyd (in): Curve Number: DCIA ( %): POST BASE 25YR POSTPOND SCS Unit Hydrograph Uh256 256.0 2.00 2.00 SCSIIm -24 9.000 24.00 Onsite 15.00 0.00 12.545 1.000 93.000 0.000 Time Max (hrs): 12.07 Flow Max (cfs): 51.80 Runoff Volume (in): 8.153 Runoff Volume (ft3): 371275 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 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O O O O O O O O O O O O r O r l aO E a W H D Q 0 0 0 O O O 0 0 0 N N N N N N rl rl rl M O Ol mrrn C O rl O O O O O O O O O O O O vrnr O Ol lD O O N N � � O O O 11 O O roo in o 0 N rl O O O O O M O � O O o 0 0 r i O O O U C C h Proposal /For Planning Purposes Only /Contingent on Final Business Approval O N ai O rl C h PROJECT NO. 201322 I _.. L 1 _ Me,, Proposal /For Planning Purposes Only /Contingent on Final Business Approval Kevin Bynum From: Elliot.Shoberg @myClearwater.com Sent: Friday, May 17, 2013 2:55 PM To: Kevin Bynum Cc: 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 [ma i Ito: kevin Ca) longandassociates.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(@Ioneandassociates.com www.longandassociates.com IMPORTANT NOTICE!: This Email, (including attachments) are covered by the Electronic Communications Privacy Act, 18 U.S.C. §§ 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.Shoberg @myClearwater.com [mailto:Elliot .Shoberg @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 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 [ma i Ito: kevin(cblongandassociates.com] Sent: Thursday, May 16, 2013 9:21 AM To: Shoberg, Elliot E. Subject: SCS Method for Stormwater Design Elliot, 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@longandassociates.com www.longandassociates.com IMPORTANT NOTICE!: This Email, (including attachments) are covered by the Electronic Communications Privacy Act, 18 U.S.C. §§ 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. 2 Proposal /For Planning Purposes Only /Contingent on Final Business Approval