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LUZ2009-12003 (2)0 Lakeside at Clearwater Traffic Study Submitted to: City of Clearwater Prepared for: Nickel Plate Properties, Inc. P.O. BOX 5008 Clearwater, FL 33758 Prepared by: Roy E. Chapman, P.E. FL P.E. No. 34438 Florida Design Consultants, Inc 3030 Starkey Boulevard New Port Richey, FL 34655 Date: February 8, 2010 Project No.: 2009 - 0007 -40.06 0 1.0 Introduction The Lakeside of Clearwater project is located in the southwest quadrant of the S.R. 60 (Gulf to Bay Boulevard) and Belcher Road intersection; see Figure 1, Project Location Map. The project is to replace the previous land use, 295 dwelling units of mobile home park, with a multi -use development that would include 92,500 square feet (sq. ft.) of shopping center and 260 dwelling units of apartment land use. At this time, the shopping center is projected to contain an 8,000 sq. ft. high- turnover sit -down restaurant, a 4,500 sq. ft. bank with drive through, a 40,000 sq. ft. supermarket with pharmacy and drive through, and 40,000 sq. ft. of retail space. This study has been prepared to review the traffic impact on the surrounding transportation network as a result of the project. 2.0 Traffic Methodology . A meeting was held with City of Clearwater staff on March 16, 2009 to discuss the methodology to be followed in completing this traffic study. The agreements reached at the methodology meeting have been used in the development of this traffic study. 3.0 Project Traffic The following procedure was used to determine the new net external trips that will be generated by the project. Trips generated by the 295 DU of mobile.home park land use that previously occupied this site were determined and subtracted from the new external trips for the proposed development. Trips for mobile home park and the proposed land uses on the site were determined based on information from the Institute of Transportation Engineers (ITE) informational report Trip Generation, Eighth Edition, 2008. Table 1 indicates the trip generation for the land uses proposed for the site. According to the ITE Trip Generation report, the mobile home park would generate 170 trips in the p.m. peak hour and the shopping center, office, and apartment land uses would generate a total of 401 inbound and 364 outbound p.m. peak hour trips. Internal capture between the shopping center, apartment, and office land uses on site have been estimated using the ITE Trip Generation Handbook, Second Edition, June 2004, procedures. As indicated in Table 2 attached, the apartment, office, and shopping center land uses would have an internal capture of 15.5 percent or 118 p.m. peak hour trips. Since this is below the limit on _internal capture of no more than 20% of the trips generated, the internal capture calculated for this land use mix is considered acceptable. Pass -by capture to the shopping center will reduce the new trips being generated by diverting traffic already on the adjacent roads into this land use. The pass -by capture to the site has been based on the formula contained in' the above cited ITE Trip Generation Handbook. The calculation for 92,500 sq. ft. of shopping center land use results in a pass - by capture of 39.8 percent, or 240 p.m. peak hour trips. These trips were subtracted from the new trips generated. The pass -by traffic will be assigned at the project drives, but will not be identified at other locations because it is part of the background traffic stream. 1 0 Including reductions for internal capture and pass -by capture results in a net external assignment of 222 inbound and 185 outbound trips in the p.m. peak hour. These net external trips were further reduced by the trips from the mobile home park that previously occupied the site. The new trips impacting the adjacent roadway network are 116 inbound and 120 outbound trips in the p.m. peak hour. 4.0 Study Area Based on discussions at the methodology meeting the following intersections and highway links were included in the study area: Intersections: S.R. 60 at Belcher Road S.R. 60 at Hercules Avenue Druid Road at Belcher Road Druid Road at Hercules Avenue Project driveways including the Belcher Road at Publix signalized intersection Highway Links: S.R. 60 (Hercules Avenue to Old Coachman Road) Druid Road (Hercules Avenue to Edenville Avenue) Belcher Road (Ham Boulevard to Cleveland Street) 5.0 Background Traffic Background traffic has been established using the following procedure. Traffic counts from a previous study were obtained from the City of Clearwater staff for the intersections of Hercules Avenue with S.R. 60 and Druid Road. New turning movement counts were taken at the intersections of S.R. 60 at Belcher Road, Druid Road at Belcher Road, Belcher Road at Cleveland Street, and S.R. 60 at Old Coachman Road. The counts were taken from 4:00 p.m. to 6:00 p.m. with subtotals every 15 minutes. The highest four consecutive 15- minute periods are the p.m. peak hour. The peak hour counts were adjusted to annual average operating conditions. The change in background traffic on roadways impacted by project traffic has been reviewed on a daily basis for the last several years. A review was completed on the changes in traffic volumes on S.R. 60 and Belcher road near the project site. The review concluded that the traffic volumes have not significantly changed for several years. The volumes were reviewed at the traffic methodology meeting. Based on review of these traffic counts it was concluded that traffic in this portion of Clearwater has stabilized. A zero percent growth rate was therefore agreed upon for use in this study. 6.0 Project Traffic Distribution Project traffic distribution is estimated to be very diverse based on the access drives to be constructed for the project and the extensive development surrounding the project. 2 0 Figure 2 indicates the percentage of project traffic distributed to the, highway network for the new trips from the project. The new project will have one driveway to S.R. 60, one driveway to Belcher Road, and three driveways to Druid Road. The project will construct a new entrance drive on Belcher Road opposite the existing driveway to the Publix shopping center located on the east side of the road. This intersection is currently signalized and will remain signalized in the future. There is an existing driveway to S.R. 60, which is proposed to be relocated further west to be opposite South Main Avenue. This will allow right turns in and out of the driveway and left turns into the driveway. The other driveways are located on roads without raised medians, therefore, full access drives have been assumed for these other locations. 7.0 Future Traffic Volumes and Analysis The assignment of trips to the project drives for the 2020 buildout year is shown in Figure 3. This identifies the background traffic, additional traffic that would have been on the road due to the previous mobile home park, new project trips, and pass -by trips to the shopping center land use. The trips were identified for the previous mobile home park because this land use was closed at the time of the traffic counts. The traffic volumes at the study intersections surrounding the project are shown in Figure 4. The trips at the adjacent intersections are shown in Table 3 along with the total traffic by directional movement approaching the intersections. Analysis has been conducted to determine the operation of intersections in the study area in the 2020 buildout year. The Synchro program was used for signalized intersections and the Highway Capacity Software was use for the unsignalized project driveways. The results of this analysis are summarized in Table 4, with copies of the computer output provided in the Appendix and electronic copies of the analysis provided on CD. Acceptable operation on roads surrounding the project is Level of Service D (LOS D). As is indicated in Table 4, all intersections analyzed are projected to operate at acceptable levels of service with the exception of S.R. 60 at Belcher Road. This intersection is projected to operate at LOS E with the future background traffic volumes. With project traffic, the intersection will remain at LOS E. In order to determine the operating parameters of the intersection, the volume to capacity ratio (V /C ratio) and the delay in terms of seconds per vehicle have been reported in Table 4. For the S.R. 60 intersection with Belcher Road, the background traffic in the year 2020 is projected to have a maximum V/C ratio of 1.05 and a delay of 66.3 seconds per vehicle. With project traffic, these intersection measures are estimated to increase to a V/C ratio of 1.06 and a delay of 70.7 seconds per vehicle. An improvement has been identified to mitigate for the degradation of the level of service at this intersection. That improvement is to add an eastbound right turn lane. With this improvement, the intersection operation will remain at LOS E, but the V/C ratio will decrease to 1.00 and the delay will be reduced to 63.6 seconds per vehicle. A right turn lane is also proposed to be in at the Belcher Road and Publix driveway intersection for southbound traffic. LOS B operation is expected at this intersection with the proposed improvement. 3 0 The highway links have also been reviewed to determine their existing operation and future operation with the proposed project. The section of Druid Road examined runs from Hercules Avenue to Belcher Road because there is no signal at Edenville Avenue. The results of the analysis are that this section of Druid is projected to operate at an acceptable LOS C in both directions. S.R. 60 and Belcher Road were analyzed using the Synchro program's arterial analysis function and the Artplan program. The analysis indicated that S.R. 60 (from He Avenue to Old Coachman Road) with total traffic, would operate at LOS D in both the eastbound and westbound directions. With the improvement proposed at the S.R. 60 and Belcher Road intersection, the operation would remain at LOS D for both directions. The Florida Department of Transportation's Artplan program has also been run for the segment of S.R. 60 analyzed. This resulted in LOS C operation for both directions of travel. Belcher Road has also been analyzed with both of the above indicated programs to establish link operation. Using the Synchro program LOS E operation was noted for the northbound and southbound directions both with total traffic in the year 2020 and with the proposed improvements at the S.R. 60 and Publix Drive intersections. Reviewing the total travel time in both directions for the Total Traffic and Total Traffic with Improvements scenarios, it was determined that the with improvement scenario would have lower travel times in the northbound and southbound directions. Artplan analysis of Belcher Road with Improvements scenario indicates that the future traffic would operate at LOS C in the northbound direction and LOS D in the southbound direction. The results of this analysis are summarized in Table 5 and copies of the computer printouts are provided in the Appendix. 8.0 Interim Meeting Based on discussion at the methodology meeting a meeting with City staff was held on May 26, 2009 to discuss preliminary project findings and to discuss possible improvements to mitigate project impacts. It was requested that the preliminary results indicated by generalized level of service tables be replaced by a more detailed link analysis. A more detailed analysis is provided above for the highway links significantly impacted by project traffic. 9.0 Driveway Access At the methodology meeting, it was indicated that City code requires that no more than one driveway be provided to each of the adjacent roads and that any additional driveways would require City approval. The project has frontage along S.R. 60, Belcher Road. and Druid Road. As currently envisioned, the -project would have one driveway to S.R. 60 that would be located opposite South Main Avenue. This connection would be approximately 290 feet west of Belcher Road. This section of S.R. 60 is a Class 7 roadway, which could have a connection spacing of 125 feet. The proposed location for this driveway should be acceptable. 4 0 Along Belcher Road, one driveway connection is proposed. This would be located at the existing signalized Publix driveway, which is approximately 700 feet south of S.R. 60. Belcher Road is under Pinellas County jurisdiction and carries an Access Management Classification of 5. This classification would allow driveways to be spaced 245 feet apart for roads with less than a 45 mph posted speed limit. Since the driveway meets this spacing, it should be approved and it is located at an,existing signalized intersection. Along Druid Road, three driveways are being proposed. The first would be located opposite University Drive West, the second would be approximately 800 feet east, and the third drive would be located approximately 310 feet east of the second driveway and 240 feet west of Belcher Road. For Druid Road, with a posted speed limit of 30 miles per hour, the driveway spacing needs to be 125 feet apart to meet access management standards. Since each of these driveways would be greater than 125 feet apart, they should be approved. 10.0 Conclusion Based on the analysis conducted in the traffic study and following discussions with Pinellas County and Florida Department of Transportation (FDOT) staff the following improvements are proposed: A. Along S.R. 60, Gulf -to -Bay Boulevard make the following changes: 1. Install a project driveway located opposite South Main Avenue that will allow right turns in, right turns out, and left turns in. 2. Add a directional median separator on S.R. 60 between the project entrance and South Main Avenue.. This will prohibit left and through movements from the project entrance and South Main Avenue. 3. Restripe the southbound exit from South Main Avenue to a right turn only lane. 4. Revise the median on S.R. 60 between South Main Avenue and Belcher Road to provide raised concrete separators allowing a left turn lane into the project drive and increasing the left turn storage lane approaching Belcher Road. 5. Provide additional right -of -way along the south side of S.R. 60 to allow an eastbound right turn lane at the Belcher Road intersection. (The right turn lane cannot be installed at this time because FDOT requires that the existing traffic signal at this intersection be replaced when the right turn lane is installed. This would require mast arm signals for the entire intersection which would require the mast arm poles to be constructed on the north side of S.R. 60. There is not sufficient room on the north side of 5 0 S.R. 60 to allow construction of mast arm poles within the existing right - of -way). B. At the Belcher Road and project drive/Publix intersection: 1. Construct a southbound right turn lane into the project. 2. Install a new mast arm signal with pedestrian signals on all four legs of the intersection. 3. Provide an easement at the southwest corner of the intersection for the signal control equipment. 4. Provide a project driveway to have two exiting lanes, one for left turns and the other for through movements and right turns. C. Along Druid Road: 1. Provide three project driveways. D. The project should be approved to have a buildout date for its completion in the year 2020. With the above - indicated improvements, the analysis has demonstrated that the project would not degrade the operation of the highway network and it should, therefore, be approved. k:\lakeside at clearwater\reports \traffic study.docx 31 3 APPENDIX ©Copyright 2009 Florida Design Consultants, Inc. Drawings and concepts may not be used or reproduced without written permission. L W Y o, M N n N --15% GULF TO BAY BOULEVARD (SR 60) 15%._ 10% DRUID ROAD 109 d- N DESCRIPTION, PROJECT TRIP DISTRIBUTION PROJECT 9 EPN, 2009 -07 329 DATE, FIGURE, � FLORIDA DESIGN CONSULTANTS, INC. 5 -5 -09 ENGINEERS, ENVIRONMENTALISTS, SURVEYORS B PLANNERS DRAWN BY, 2 3030 Starkey Blvd, New Port Richey FL 34655 Tel, (727) 849 -7588 - Faz, (727) 848 -3648 7 RAH ©Copyright 2009 Florida Design Consultants, Inc. Drawings and concepts may not be used or reproduced without written permission. • a t 0 m .6 0 V c 0 U 0 A .V M 0 MIKA �- 1,955 (( -10)) [6] (6) ((10)) S.R. 60 2.156 (( -31)) -- (16] (17) ((31))� a N b r PROJECT SITE GULF M BAY BLVD. OI M N � "m 1O� 67 - [3] (3) O 145 � PUBUX p (1B] (51) ((9)) 7 1 F- [2) (3) [73] (24) ((9)) o v o e � �m N N N M O � p L [7] (7) L f 442 [3] (6) DRUID RD. 305 [5] (6)— L f 442 [7] (7) f aaz [14] (13) 305 [4] (9) - 305 [9] (14) y IIr N LEGEND XX — BACKGROUND TRAFFIC [XX] — MOBILE HOME PARK (XX) — NEW PROJECT TRIPS ((XX)) — PASS BY TRIPS NOT TO SCALE cr W S J W M DESCRIPTION: 2020 SITE DISIRIBUIION MAP PROJECT 2009-07 EPN: 9 -07 329 DATE: FIGURE: FLORIDA DESIGN CONSULTANTS, INC. 1-7-10 ENGINEERS. ENVIRONMENTALISTS, SURVEYORS & PLANNERS DRAWN BY. 3 (REV.) 3030 Starkey Blvd, New Port Richey FL 34655 Tel. (727) 849 -7588 - Fax: (727) 848 -3648 8 RAH ©Copyright 2009 Florida Design Consultants, Inc. Drawings and concepts may not be used or reproduced without written permission. 0 0 E i v 1 0 .v J i r 3 a N O in I V n a i 0 o0 rn Y N m N a 18 � 5 a LE AIL CVELAND ST. rz4 L ...- ,o + 7 F- N °N° to + 67 6— _1 n h Q 86 BAY BLVD. N 9 r (8) 6 �. o Lq U d' W S v n 143 m f 289 [7] (12) L 41 PROJECT SITE 98 f —] J (—` DRUID RD. 313 (11] (12) — 21 Ci W J W M m N 92 [6] (6) 178 [5] (6) L a L 75� 123 [3] (6) - L ...- ,o + 139 1,722 [10] (19) 99 N °N° to + 154 f- 1,699 [8] (7) FGULF (7TO rn m v n J + 295 1,741 [16] (14) S.R. 60 BAY BLVD. 154 r (8) 6 �. r 194 r 1,875 [16] (17) y a o 1,872 [8] (12) y N 2,038 [10] (19) — n °a uO1i 130-1 .u,V u a_ N n _91 Lq U d' W S v n 143 m f 289 [7] (12) L 41 PROJECT SITE 98 f —] J (—` DRUID RD. 313 (11] (12) — 21 Ci W J W M HARN BLVD LEGEND XX - BACKGROUND TRAFFIC [XX] - MOBILE HOME PARK (XX) - NEW PROJECT TRIPS ((XX)) - PASS BY TRIPS NOT TO SCALE Q 8 DESCRIPTION: PROJECT No. EPN, 2020 PROJECT DISTRIBUTION MAP 2009 -07 329 DATE, FIGURE. FLORIDA DESIGN CONSULTANTS, INC. 1 -7 -10 ENGINEERS, ENVIRONMENTALISTS, SURVEYORS 8 PLANNERS DRAWN BY, 4 (REV.) 3030 Starkey Blvd, New Porl Richey FL 34655 Tel, (727) 849 -7588 - Fax, (727) 848 -3648 9 RAH ©Copyright 2009 Florida Design Consultants, Inc. Drawings and concepts may not be used or reproduced without written permission 92 [6] (6) 178 [5] (6) �94 -�11- 75� 123 [3] (6) - ° n° IS 107 [6] (10)� N u n " v a HARN BLVD LEGEND XX - BACKGROUND TRAFFIC [XX] - MOBILE HOME PARK (XX) - NEW PROJECT TRIPS ((XX)) - PASS BY TRIPS NOT TO SCALE Q 8 DESCRIPTION: PROJECT No. EPN, 2020 PROJECT DISTRIBUTION MAP 2009 -07 329 DATE, FIGURE. FLORIDA DESIGN CONSULTANTS, INC. 1 -7 -10 ENGINEERS, ENVIRONMENTALISTS, SURVEYORS 8 PLANNERS DRAWN BY, 4 (REV.) 3030 Starkey Blvd, New Porl Richey FL 34655 Tel, (727) 849 -7588 - Fax, (727) 848 -3648 9 RAH ©Copyright 2009 Florida Design Consultants, Inc. Drawings and concepts may not be used or reproduced without written permission �i Table 1. Lakeside at Clearwater - Trip Generation Summary Existing AM Peak Hour PM Peak Hour Land Use ITE LUC Size Units Daily Inbound Outbound Total Inbound Outbound Total Mobile Home Park 240 295 Occ DU 1,316 20 79 99 106 65 170 sed Development ng Center 820 92,500 Sq. Ft. 6,455 lent 220 260 DU 1,699 Trips Generated 8,155 Internal Capture External Size Calculated Pass -by 92,500 Sq. Ft. 39.8 Percent 0 Note: Office Trip Generation uses the average rate due to its small size. Sources: ITE Trip Generation, 8th Edition, and ITE Trip Generation Handbook, 2004 Date: 7 /24/09 T: \2009- 0007 \Traffic Study Rev 1 \[Lakeside Tables.xls]Trip Gen • 86 55 141 296 308 604 26 105 131 105 56 161 112 160 272 401 364 765 59 59 118 342 305 647 Calculated Pass -by 120 120 240 Net External 222 185 406 Less Existing Mobile Home Park 106 65 170 New Trips 116 120 236 • 0 Table 2. Internal Capture Summary Land Use: Apartment A Size: 260 DU 33 Total Internal External Enter 105 33 72 Exit 56 27 29 Total 161 59 102 % 100 37 63 30 33 27 33 27 37 Land Use: Shopping Center B Size: 92,500 S . ft B Total Internal External Enter 296 27 269 Exit 308 33 275 Total 604 59 545 647 100 10 90 Net External Trips Sources: Institute of Transportation Engineers Trip Generation Handbook, 2004 Date: 7/24/09 T: \2009- 0007 \Traffic Study Rev 1 \[Lakeside Tables.xls]Internal 11 A B Total Internal Enter 72 269 342 % Exit 29 275 305 Total 102 545 647 ITE Trips, 161 604 7651 15.5 Sources: Institute of Transportation Engineers Trip Generation Handbook, 2004 Date: 7/24/09 T: \2009- 0007 \Traffic Study Rev 1 \[Lakeside Tables.xls]Internal 11 r N Table 3 (Revised). Intersection Turning Movements Belcher Road and Gulf tol Bay SR60 Northbound Southbound Eastbound Westbound Left Thru Right Left I Thru I Right Left I Thru I Right I Left Thru I Ri ht Background Traffic 171 762 .121 175 601 85 156 1,872 130 155 1,699 154 Mobile Home Park 2 14 2 4 24 32 18 8 13 8 8 6 Subtotal 173 776 123 175 625 85 156 1880 130 163 1,707 154 New Project Trips 17 27 7 6 28 35 8 12 24 7 7 6 otal 1 190 1 803 1 130 1 175 1 653 1 85 1 164 1 1,892 1 130 1 170 1 1714 1 154 Old Coachman at Gulf to Ba SR60 Northbound Southbound Eastbound Westbound Left I Thru I Right Left Thru I Right Left Thru I Right Left I Thru I Right Background Traffic 74 40 59 166 42 109 194 2-,0--38- 91 54 1,741 295 Mobile Home Park 22 0 4 0 32 18 10 13 16 6 Subtotal 74 40 59 166 42 109 194 2-,0-48- 91 54 1,757 295 New Project Trips 26 0 6 0 35 51 19 24 14 6 11Total 1 74 1 40 1 59 1 166 1 42 1 102__j 194 1 2,067 1 91 1 54 1,771 1 295 Belcher Road at Publix Entrance Northbound Southbound Eastbound Westbound Left I Thru I Right Left I Thru Ri ht Left I Thru Right Left I Thru Right Background Traffic 150 987 109 56 830 114 75 123 107 145 178 67 Mobile Home Park 22 0 4 0 32 18 2 13 3 6 Subtotal 22 987 109 56 830 32 18 2 13 145 3 67 New Project Trips 26 0 6 0 35 51 3 24 3 6 jPass-by Trips 1 9 1 -9 1 1 1 -9 1 9 1 9 1 9 1 94 1 189 1 104 Total 1 57 1 978 1 109 1 56 1 821 1 76 1 78 1 5 46 1 145 1 6 67 Belcher Road at Druid Road Northbound Southbound Eastbound I Westbound Left I Thru I Right Left I Thru Right Left I Thru J Right I Left I Thru I Right— Background Traffic 150 943 105 51 753 114 75 123 107 94 178 92 Mobile Home Park 9 16 4 9 3 6 5 6 Subtotal 159 959 105 55 762 114 75 126 113 94 183 98 New Project Trips 9 20 6 18 6 10 6 6 Total 1 168 1 979 1 105 61 1 780 1 114 1 75 1 132 1 123 1 94 1 189 1 104 w Table 3 (Revised) (Cont'd.). Intersection Turning Movements Belcher Road at Cleveland Street Northbound Southbound Eastbound------F Westbound Left I Thru I Right Left I Thru I Right I Left I Thru I Right I Left Thru I Right Background Traffic 6 995 35 15 767 70 67 6 86 24 5 18 Mobile Home Park 14 16 24 16 16 8 10 Subtotal 6 1009 35 15 791 70 67 6 86 24 5 18 New Project Trips 27 12 28 17 17 8 19 Total 6 1 1036- 1 35 1 15 1 819 1 70 1 67 1 6 1 86 1 24 1 5 1 18 Gulf to Bay (SR60) at Hercules Avenue Northbound Southbound Eastbound Westbound Left Thru Right Left I Thru Right I Left Thru I Right Left I Thru Ri ht Background Traffic 63 248 108 136 211 144 154 1-1875- 53 99 1,722 139 Mobile Home Park 16 16 16 8 10 Subtotal 63 248 108 136 211 144 154 1891 53 99 1,732 139 New Project Trips 12 17 17 8 19 Total 63 248 108 136 211 144 154 1,908 1 53 99 1751 139 Hercules Avenue at Druid Road Northbound Southbound Eastbound Westbound Left I Thru Righ I Left Thru Right Left Thru I Right I Left I Thru Right Background Traffic 16 181 50 87 165 148 98 313 21 41 289 143 Mobile Home Park 16 11 16 8 7 Subtotal 16 181 50 87 165 148 98 324 21 41 296 143 New Project Trips 12 12 17 8 12 IlTotal 16 181 50 1 87 165 1 148 98 336 21 1 41 308 143 Gulf to Bay (SR 60) and Drive 1 Northbound Southbound Eastbound Westbound Left Thru I Right Left I Thru I Right Left I Thru I Right Left Thru I Right Background Traffic 2,158 1,955 Mobile Home Park 16 16 8 Subtotal 16 2,158 16 8 1,955 New Project Trips 12 17 8 Pass -by Trips 41 -31 1 31 1 10 1 -10 Total 69 2,127 1 64 1 26 1 1,945 Table 3 (Revised) (Cont'd.). Intersection Turning Movements Druid Road and Drive 2 Northbound Southbound Eastbound Westbound 1 Left . Thru Right Left Thru I Right I Left I Thru I Right I Left I Thru Ri ht Background Traffic 305 442 Mobile Home Park 4 4 6 5 3 7 Subtotal 4 4 6 310 445 7 New Project Trips 8 6 6 6 6 7 Total I I 1 1 12 10 1 12 1 316 1 1 451 14 Druid Road and Drive 3 Northbound Southbound Eastbound Westbound 1 Left Thru Right I Left Thru Right I Left Thru I Right Left I Thru Ri ht Background Traffic 305 442 Mobile Home Park 5 3 5 4 7 7 Subtotal 5 3 5 309 449 7 New Project Trips 6 5 5 9 7 6 Total 11 8 1 10 1 318 1 1 1 456 1 13 Druid Road at Drive 4 Northbound Southbound Eastbound Westbound Left I Thru Right Left Thru Right I Left Thru I Right I Left Thru Right Background Traffic 305 442 Mobile Home Park 0 0 0 9 14 0 Subtotal 0 0 0 314 456 0 New Project Trips 2 1 1 1 14 13 2 11Total 1 2 1 1 1 328 469 2 Source: FDC Date: 8/25/2009 T:\2009- 0007\Traffic Study Rev 2 \[Lakeside Tables Rev 2.xls]lnt Turn Movements 0 Table 4 (Revised). Intersection Operation Summary Intersection Future Background Traffic Future Total Traffic Future Total Traffic With Improvement LOS Max V/C Delay (Sec/Veh) LOS Max V/C Delay (Sec/Veh) LOS Max V/C Delay (Sec/Veh) Improvement Druid at Hercules B 0.72 18.9 B 0.70 16.9 Druid at Belcher B 0.80 20.3 C 0.82 21.1 S.R. 60 at Hercules C 0.95 34.0 C 0.95 34.1 S.R. 60 at Belcher E 1.05 66.3 E 1.06 70.7 E 1.00 63.6 EB Rt Lane S.R.60 at Old Coachman C 0.95 29.9 C 0.96 29.9 Belcher at Cleveland B 0.62 11.3 B 0.58 10.4 Belcher at Publix B 0.75 16.8 B 0.79 18.1 B 0.77 17.1 SB Rt Lane S.R. 60 at Drive 1 C 0.20 17.6 Druid at Drive 2 B 0.04 16.1 Druid at Drive 3 B 0.03 16.1 Druid at Drive 4 B 0.01 15.8 Source: FDC Date: 1/7/10 T:\2009- 0007 \Traffic Study Rev 2 \[Lakeside Tables Rev 2.xls]lnt Operation Ln 0 1 Table 5 (Revised). Link Operation Note: D = Divided, U = Undivided Source: FDC Date: 1/13/10 T:\2009- 0007 \Traffic Study Rev 2 \[Lakeside Tables Rev 2.x1s]Link Operation 0 Future Existing Existing Operation Future S nchro Arterial Analysis Artplan Analysis Total Traffic Total Traffic w /Impr. Total Traffic w /Impr. LOS Travel Time LOS Travel Time LOS Roadway Limits Lanes Direction Volume LOS Druid Edenville to Hercules 2LU EB 314 C NA NA C 2LU WB 456 C NA NA C S.R. 60 (Gulf Hercules to Old 61-D EB 2,166 C D 294.2 D 278.5 C 6LD WB 1,965 C D 283.0 D 283.9 C to Bay) Coachman Belcher Harn to Cleveland 4LD NB 1,072 C E 224.1 E 216.1 C 41-D SB 931 D E 182.1 E 179.0 D Note: D = Divided, U = Undivided Source: FDC Date: 1/13/10 T:\2009- 0007 \Traffic Study Rev 2 \[Lakeside Tables Rev 2.x1s]Link Operation 0 J APPENDIX C1 Lanes, Volumes, Timings 2020 Background Traffic 13: Druid Road & Belcher Road 6/8/2009 -.4 -• --v fe k 4\ t �► Lane Configurations + r I t r 1 0 tt r Volume (vph) 75 126 113 94 183 98 159 959 105 55 762 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.850 0.985 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1881 1599 1787 1881 1599 1787 3521 0 1787 3574 1599 Flt Permitted 0.636 0.441 0.349 0.112 Satd. Flow (perm) 1196 1881 1599 830 1881 1599 657 3521 0 211 3574 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 123 103 17 120 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2688 504 504 714 Travel Time (s) 61.1 11.5 11.5 16.2 Peak Hour Factor 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 79 133 123 99 193 103 167 1009 111 58 802 120 Shared Lane Traffic ( %) Lane Group Flow (vph) 79 133 123 99 193 103 167 1120 0 58 802 120 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right L_ eft Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm Perm pm +pt Perm Perm pm +pt Perm Protected Phases 4 3 8 2 1 6 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 4 4 4 3 8 8 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.2 22.2 22.2 9.7 22.2 22.2 22.9 22.9 10.1 22.3 22.3 Total Split (s) 22.2 22.2 22.2 9.8 22.2 22.2 32.8 32.8 0.0 10.2 43.0 43.0 Total Split ( %) 29.6% 29.6% 29.6% 13.1% 29.6% 29.6% 43.7% 43.7% 0.0% 13.6% 57.3% 57.3% Maximum Green (s) 16.0 16.0 16.0 4.1 16.0 16.0 26.5 26.5 4.1 36.7 36.7 Yellow Time (s) 3.5 3.5 3.5 3.0 3.5 3.5 4.0 4.0 3.2 4.0 4.0 All -Red Time (s) 2.7 2.7 2.7 2.7 2.7 2.7 2.3 2.3 2.9 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 '0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 5.7 6.2 6.2 6.3 6.3 4.0 6.1 6.3 6.3 Lead /Lag Lag Lag Lag Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min C -Min C -Min Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #Ihr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.8 10.8 10.8 21.5 21.0 21.0 29.5 29.5 41.7 41.5 41.5 Baseline T:12009- 00071Traffic Stu dylSynchrolAnalysis12020 Background Traffic.syn AI Synchro 7 - Report Page 1 0 Lanes, Volumes, Timings 13: Druid Road & Belcher Road 2020 Background Traffic 6/8/2009 Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.3 Intersection LOS: C Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 Solits and Phases: 13: Druid Road & Belcher Road 01� o2 'r o3 04 10.28 98a 2Z-2s o6 08 4311,1110111 VNIM""W"N.- Am IIIIIIIIIIIII11VIV-912 WIN! II il odGrou '. ;: EB B -A-4 7T .'.EBR ,WB-�, WBT� . R„'BNB BT ,.NBR SBL 'SBT , SB, Actuated g/C Ratio 0.14 0.14 0.14 0.29 0.28 0.28 0.39 0.39 0.56 0.55 0.55 v/c Ratio 0.46 0.49 0.37 0.34 0.37 0.20 0.65 0.80 0.24 0.41 0.13 Control Delay 36.9 34.8 8.8 22.6 23.2 5.2 34.7 26.4 11.1 10.9 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 34.8 8.8 22.6 23.2 5.2 34.7 26.4 11.1 10.9 2.5 LOS D C A C C A C C B B A Approach Delay 25.8 18.4 27.5 9.9 Approach LOS C B C A Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.3 Intersection LOS: C Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 Solits and Phases: 13: Druid Road & Belcher Road 01� o2 'r o3 04 10.28 98a 2Z-2s o6 08 4311,1110111 VNIM""W"N.- Am IIIIIIIIIIIII11VIV-912 WIN! II il Baseline Synchro 7 - Report T:12009- 00071Traffic StudylSynchrolAnalysis12020 Background Traffic.syn Page 2 A Lanes, Volumes, Timings 2020 Background Traffic 18: Druid Road & Hercules Ave. 5/5i2009 ane,'Group;, n . °, x ;"° EBL EBT �E6R WBI.,r :INBTr..,. WBRs; >. NBLMNOTE TNBR.,` ` Ml] SBT" >SBR Lane Configurations I T r I t r t r t r Volume (vph) 98 324 21 41 296 143 16 181 50 87 165 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1881 1599 1787 1881 1599 1787 1881 1599 1787 1881 1599 Flt Permitted 0.464 0.459 0.647 0.637 Satd. Flow (perm) 873 1881 1599 863 1881 1599 1217 1881 1599 1198 1881 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 151 54 156 Link Speed (mph) 30 30 30 30 Link Distance (ft) 504 2688 504 1302 Travel Time (s) 11.5 61.1 11.5 29.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% i% 1% i% i% Adj. Flow (vph) 103 341 22 43 312 151 17 191 54 92 174 156 Shared Lane Traffic ( %) Lane Group Flow (vph) 103 341 22 43 312 151 17 191 54 92 174 156 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Right Median Width(ft) 12 12 12 _Left 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI ±Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm +pt Perm pm +pt Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Baseline Synchro 7 - Report %user_name% A 3 Page 1 0 Lanes, Volumes, Timings 2020 Background Traffic 18: Druid Road & Hercules Ave. 5/5/2009 -,-* --p. --v Ir *-- 4-- 41 ariexGEOUp I V-.1- JIT;IV, Minimum Split (s) 11.0, 23.0 23.0 11.0 23.0 23.0 23.0 28.0 23.0 23.0 23.0 23.0 Total Split (s) 11.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total. S . plit 19.3% 40.4% 40.4%- 10.3% 40.4% 40.4% 40.4% 40.4% 40.4% 40.4%, 40.4% 40.4% Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 Ye'lloW, Thme (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 10 3.0 3.0 3.0 3.0 3.0 3.0 Lost Tim-6"Adj"ust (s) 0.0.. 0.0 0.0 0-0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead- Lag Lag ea Lag Lag' 9 Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Exton sion (s) 3.0 3.0- 3.0 3.0 10 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min C-Min C-Min C-Min C-Min C-Min C-Min Walk Tij me (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walks 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian ta-lis ( Olhr). 0 0 0 6 '0 6 0: 6 'b .0 Act Effct Green (s) 20.5 14.3 14.3 19.5 13.7 13.7 16.0 16.0 16.0 16.0 16.0 16.0 Alctuote'd,g/C -Ratio 0.36 0.25 0.25 :'0.34 0.24 0.24 0.28 0.28 0.28 0.28 0.28 0.28 v/c Ratio 0.25 0.72 0.05 0.11 0.69 0.30 0.-05 0.36 0.11 0.27 0.33 0.28 Control Delay 9.1 28.8 7.7 8.6 21.8 53 16.9 10.8 --6.6 19,19 19.4 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 7.7 8.6 273, 5.3 16.9 19.8 U_ 119.6 19.4. U LOS A C A A C A B B A B B A Approach Delay 23.6 19.5 16.9 14.2 Approach LOS C B B B Area Type: Other Cycle Length; 5­7" Actuated Cycle Length: 57 Offset. 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 18.9 intersection LOS: B Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 18: Druid Road & Hercules Ave, Baseline Synchro 7 - Report %user-name% A q Page 2 02 o4 ► "r o6 o7 '7 08 127- 7UWT�, Baseline Synchro 7 - Report %user-name% A q Page 2 L: Lanes, Volumes, Timings 2020 Background Traffic 2: State Road 60 & Belcher Road 6/8/2009 t -•--* f*-- k4\ t �► 1 anexGtou , EBL, _ EBT REBR . B ' =W T WBR MN_ BMNBT+ NBR SBL' SOT, SBIR Lane Configurations 1 +0 ) to 1 0 0 Volume (vph) 156 1880 130 163 1707 154 173 776 123 175 625 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.990 0.988 0.980 0.982 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 5084 0 1787 5074 0 1787 3503 0 1787 3510 0 At Permitted 0.072 0.072 0.140 0.109 Satd. Flow (perm) 135 5084 0 135 5074 0 263 3503 0 205 3510 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 12 12 10 Link Speed (mph) 45 45 35 35 Link Distance (ft) 2685 3917 622 1744 Travel Time (s) 40.7 59.3 12.1 34.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 164. 1979 137 172 1797 162 182 817 129 184 658 89 Shared Lane Traffic ( %) Lane Group Flow (vph) 164 2116 0 172 1959 0 182 946 0 184 747 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type pm +pt pm +pt pm +pt pm +pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 12.0 4.0 12.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.7 21.9 9.7 21.9 11.2 22.5 11.2 22.5 Total Split (s) 16.5 61.4 0.0 16.5 61.4 0.0 19.4 44.1 0.0 18.0 42.7 0.0 Total Split ( %) 11.8% 43.9% 0.0% 11.8% 43.9% 0.0% 13.9% 31.5% 0.0% 12.9% 30.5% 0.0% Maximum Green (s) 10.8 55.5 10.8 55.5 13.2 37.6 11.8 36.2 Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All -Red Time (s) 2.2 1.9 2.2 1.9 2.7 2.5 2.7 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 5.9 4.0 5.7 5.9 4.0 6.2 6.5 4.0 6.2 6.5 4.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min C -Min Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 Act Effct Green (s) 66.4 55.5 66.6 55.6 50.6 37.6 48.8 36.7 Baseline Synchro 7 - Report T:12009- 00071Traffic Stu dylSynchrolAnalysis12020 Background Traffic.syP 5 Page 1 'r Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 2020 Background Traffic 6/8/2009 Actuated g/C Ratio 0.47 0.40 0.48 0.40 0.36 0.27 ane�Group�*' �4 �4i r RRt RRT EB BL1�T : �� BLBT, 1.05 BR5 L arvSB 0.97 Actuated g/C Ratio 0.47 0.40 0.48 0.40 0.36 0.27 0.35 0.26 v/c Ratio 0.86 1.05 0.90 0.97 0.78 1.00 0.90 0.81 Control Delay 69.5 74.4 76.2 55.0 52.2 78.4 76.1 55.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.5 74.4 76.2 55.0 52.2 78.4 76.1 55.6 LOS E E E D D E E E Approach Delay 74.1 56.7 74.1 59.7 Approach LOS E E E E 1 R.-f 4tj o, erseetibSutnmaLY_ �,j���Ma!m Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 140 Control Type: Actuated - Coordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 66.3 Intersection LOS: E Intersection Capacity Utilization 103.6% ICU Level of Service G Analysis Period (min) 15 SDlits and Phases: 2: State Road 60 & Belcher Road 01 02 03 i -:4 04 TOW 05 06 07 V 08 1-3,410M 42: - 1 61k 0000141601, - Baseline Synchro 7 - Report T:12009- 00071Traffic StudylSynchrolAnalysis12020 Background Traffic.sAn Page 2 0 Lanes, Volumes, Timings 2020 Background Traffic 1: State Road 60 & Hercules Ave. 5/5/2009 Lane Configurations I tO I tO t r t r Volume (vph) 154 1891 53 99 1732 139 63 248 108 136 211 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Ufil. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.989 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 5115 0 1787 5079 0 1787 1881 1599 1787 1881 1599 Flt Permitted 0.103 0.109 0.620 0.285 Said. Flow (perm) 194 5.115 0 205 5079 0 1166 1881 1599 536 1881 1599 Right Tun on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 17 114 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1008 2685 1302 994 Travel Time (s) 22.9 61.0 29.6 22.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 162 1991 56 104 1823 146 66 261 114 143 222 152 Shared Lane Traffic ( %) Lane Group Flow (vph) 162 2047 0 104 1969 0 66 261 114 143 222 152 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 .12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm +pt, pm +pt Perm Perm pm +pt Perm Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 7 4 3 8 2 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Baseline Synchro 7 - Report %user name% A7 Page 1 0 Lanes, Volumes, Timings 1: State Road 60 & Hercules Ave. 4" o3 ► o4 lbi2 M24M - al j o6 1 UNIT =44---- 07 1391! M 1-3 TIM 2020 Background Traffic 5/5/2009 W B TM tZ W. E 3 K 767-kU N'0 L ? Wff N BU M � 'N 8 lk , SBR Minimum Split (s) 10.1 22.3 10.1 22.3 22.9 22.9 22.9 9.9 22.9 22.9 Total Split (s) 13.0 44.6 0.0 10.4 42.0 0.0 24.8 24.8 24.8 10.2 35.0 35.0 Total Split (%) 14.4% 49.6% 0.0% 11.6% 46.7% 0.0% 27.6% 27.6% 27.6% 11.3% 38.9% 38.9% Maximum Green (s) 6.9 38.3 4.3 35.7 17.9 17.9 17.9 4.3 28.1 28.1 Yellow Time (s) 3.2 3.9 3.2 3.9 3.2 3.2 3.2 3.0 3.2 3.2 All-Red Time (s) 2.9 2.4 2.9 2.4 3.7 3.7 3.7 2.9 3.7 3.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.3 4.0 6.1 6.3 4.0 6.9 6.9 6.9 5.9 6.9 6.9 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min C-Min C-Min C-Min Min C-Min C-Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (4/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 46.5 38.9 42.1 36.7 16.1 16.1 16.1 27.6 26.6 26.6 Actuated g/C Ratio 0.52 0.43 0.47 0.41 0.18 0.18 0.18 0.31 0.30 0.30 v/c Ratio 0.70 0.92 0.56 0.95 0.32 0.77 0.30 0.63 0.40 0.27 Control Delay 32.4 33.0 24.5 37.2 35.7 51.3 8.5 37.5 27.4 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.4 33.0 24.5 37.2 35.7 51.3 8.5 37.5 27.4 8.4 LOS C C C D D D A D C A Approach Delay 33.0 36.5 37.9 24.6 Approach LOS C D D C Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal belay: 34.0 Intersection LOS: C Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 Solits and Phases: 1: State Road 60 & Hercules Ave. 01 o2 4" o3 ► o4 lbi2 M24M - al j o6 1 UNIT =44---- 07 1391! M 1-3 TIM 42 s Baseline Synchro 7 - Report %user-name% As Page 2 Lanes, Volumes, Timings 2020 Background Traffic 4: Cleveland Street & Belcher Road 5/5/2009 Lane Configurations 4 r 4 r 0 r a"# Volume (vph) 67 6 86 24 5 18 6 1009 35 15 791 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.95 Frt 0.850 0.850 0.850 0.988 Flt Protected 0.956 0.960 0.999 Satd. Flow (prot) 0 1798 1599 0 1806 1599 0 3574 1599 0 3528 0 Flt Permitted 0.721 0.709 0.949 0.926 Satd. Flow (perm) 0 1356 1599 0 1334 1599 0 3392 1599 0 3270 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 39 15 37 20 Link Speed (mph) 30 30 30 30 Link Distance (ft) 504 504 1744 504 Travel Time (s) 11.5 11.5 39.6 11.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 10/. 16/0 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 71 6 91 25 5 19 6 1062 37 16 833 74 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 77 91 0 30 19 0 1068 37 0 923 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Baseline Synchro 7 - Report %user name% A ct Page 1 0 Lanes, Volumes, Timings 2020 Background Traffic 4: Cleveland Street & Belcher Road 5/5/2009 --* --. --v 'r t 4\ t/0' �► 1 41 ane Group ; EBL, EBR. 4' o4 WBT`. WBR' . [�_, ;NBT, -; NBR SOL SBT .„ SBR. Minimum Split (s) 25.5 25.5 25.5 25.5 25.5 25.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 26.0 26.0 26.0 26.0 26.0 26.0 23.0 23.0 23.0 23.0 23.0 0.0 Total Split ( %) 53.1% 53.1% 53.1% 53.1% 53.1% 53.1% 46.9% 46.9% 46.9% 46.9% 46.9% 0.0% Maximum Green (s) 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.5 9.5 9.5 9.5 9.5 9.5 6.5 6.5 6.5 6.5 6.5 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min C -Min C -Min C -Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 8.2 8.2 8.2 8.2 24.8 24.8 24.8 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.51 0.51 0.51 v/c Ratio 0.34 0.30 0.13 0.07 0.62 0.04 0.56 Control Delay 21.2 13.7 17.4 10.3 11.4 3.4 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.2 13.7 17.4 10.3 11.4 3.4 10.3 LOS C B B B B A B Approach Delay 17.1 14.7 11.1 10.3 Approach LOS B B B B ntersedtion Summary.. Area Type: Other Cycle Length: 49 Actuated Cycle Length: 49 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 11.3 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 4: Cleveland Street & Belcher Road <`f o2 4' o4 la= 06 08 21-. 26 s Baseline Synchro 7 - Report %user_name% A (o Page 2 0 Lanes, Volumes, Timings 2020 Background Traffic 5: Shopping Center Driveway & Belcher Road 8/24/2009 Lane Configurations 4 r 4 r 0- � 0 Volume (vph) 18 2 13 145 3 67 22 987 109 56 836 32 Ideal Flow (vphpl) 1900 1900 1900 19. 00 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.0.0 1.06 9.00 1.00 1.00 0.95 0.96 0.95 . 1.00 0.95 0.95 Frt 0.850 0.850 0.985 0.994 Flt Protected 0.957 0.953 0.999 0.950 Satd. Flow (prof) 0 1783 15.8.3 0 1792 1599 0 3516 0 1787 3551 0 Flt Permitted 0.777 0.714 0.930 0.239 Satd. Flow (perm) 0 1447 1.583 0 1343 1599 0 3274 0 450 3551 0 Right Turn on Red . Yes Yes Yes Yes Satd. Flow (RTOR) 14 35 23 8 Link Speed (mph) 30 30 30 30 Link Distance (ft) 499 476 714 622 Travel Time (s) 11.3 10.8 16.2 14.1. Peak Hour Factor 0.92 0_.92 0.92 0.95 0.92 0.95 0.92 0.95 0.95 0.95 0.95 0.92 Heavy Vehicles ( %) 2% 2% 2% 1 % 2% 1 % 2% 1% 1 %° 1% 1 % 2% Adj. Flow (vph) 20 2 14 153 3 71 24 1039 115 59 874 35 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 22 14 0 156 71 0 1178 0 59 909 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm Perm . Perm Perm pm +pt pm +pt Protected Phases 4 8 5 2 1 6_ Permitted Phases 4 4 8 8 2 6 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 23.2 23.2 232 8.0 22.1 8.0 22.0 Total Split (s) 23.2 23.2 23.2 23.2 23.2 23.2 8.0 28.8 0.0 8.0 28.8 0.0 Total Split ( %) 38.7% 38.7% 38.7% 38.7% 38.7% 38.7% 13.3% 48.0% 0.0% 13.3% 48.0% 0.0% Maximum Green (s) 19.2 19.2 19.2 16.0 16.0 16.0 4.0 2.2.7 - 4.0 22.8 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 4.0 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 3.7 3.7 3.7 0.5 2.1 0.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 6.6 0.0 Total Lost Time (s) 4.0 4.0 4.0 7.2 7.2 7.2 4.0 6.1 4.0 4.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 10 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min Min C -Min Min C -Min Walk Time (s) 5.0 5.0 6.0 5.0 5.0 5.0 5.0 6.6 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #/hr) 0 0. 0 0 0 0 0 0 Act Effct Green (s) 15.0 15.0 11.8 11.8 28.5 33.2 25.8 Baseline Synchro 7 - Report T:12009- 00071Traffic Study Rev 1\Synchro\Analysis12020 Background Traffic.syn� ! Page 1 Lanes, Volumes, Timings 2020 Background Traffic 5: Shopping Center Driveway & Belcher Road 8/24/2009 EM Gro p � 7, ,:"�" -:EB 74, .., 8TTj E8870, B WBT .. R. '-�NBU7 SIB -;NBR SBLri < S6 = jS6, Actuated g/C Ratio 0.25 0.25 0.20 0.20 0.48 0.55 0.43 v/c Ratio 0.06 0.03 0.59 0.21 0.75 0.16 0.59 Control Delay 15.6 8.2 30.4 12.5 16.8 6.8 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 8.2 30.4 12.5 16.8 6.8 15.7 LOS B A C B B A B Approach Delay 12.7 24.8 16.8 15.2 Approach LOS B C B B Queue Length 50th (ft) 6 0 51 11 123 7 127 Queue Length 95th (ft) 19 10 95 36 #241 23 196 Internal Link Dist (ft) 419 396 634 542 Turn Bay Length (ft) Base Capacity (vph) 463 516 358 452 1581 370 1529 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.44 0.16 0.75 0.16 0.59 ?.p, .- �, ... s, er })ryt r. Rs: Si; ,n -.s a .� '# 1 �"y:� x �. ntersecttoli :Sum ary, � ,; >� a;,��� �. ��_ � �,.��:.:�� ,�,. � �:��# ��.�:��:��.. � � ��� r���.,��� ,gib: �� , :� : ` �; ��u� :�..� �. �.�- Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay; 16.8 Intersection LOS: B Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Shopping Center Driveway & Belcher Road 01 I o2 4 o4 WIN S 08 05 06 8ff W 28:8 2 Baseline Synchro 7 - Report T:12009- 00071Traffic Study Rev 11SynchrolAnalysis12020 Background Traffic.Xn Page 2 0 Lanes, Volumes, Timings 2020 Background Traffic 3: State Road 60 & Old Coachman 5/5/2009 ah'e Griiup..: ,i r ` .� r�( =8L`? �. BT r fBR IIVBL 4 :WB7r INBR� `NBL '.. NBT;ti ,,NBR : , SBI= �S_ BTU , SBR Lane Configurations ttt r I tO I 1 1� Volume (vph) 194 2048 91 54 1757 295 74 40 59 166 42 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0_.850 0.978 0.911 0.89.2 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 5136 1599 1787 5023 0 1787 1714 0 1787 1678 0 At Permitted 0.091 0.099 0.656 0.482 Satd. Flow (perm) 171 5136 1599 186 5023 0 1234 1714 0 907 1678 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 96 44 62 110 Link Speed (mph) 30 36 30 30 Link Distance (ft) 3917 1000 1004 998 Travel Time (s) 89.0 22.7 22.8 22.7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 10/0 1% 1% 1% 1% 161. 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 204 2156 96 57 1849 311 78 42 62 175 44 115 Shared Lane Traffic ( %) Lane Group Flow (vph) 204 2156 96 57 2160 0 78 104 0 175 159 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 . 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 . 6 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm +pt Perm pm +pt Perm pm +pt Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Baseline Synchro 7 - Report %user_name% A 13 Page 1 0 Lanes, Volumes, Timings 2020 Background Traffic 3: State Road 60 & Old Coachman 5/5/2009 Minimum Split (s) 10.3 21.6 21.6 10.3 20.9 24.5 24.5 8.7 24.5 Total Split (s) 14.2 45.9 45.9 10.3 42.0 0.0 25.0 25.0 0.0 8.8 33.8 0.0 Total Split ( %) 15.8% 51.0% 51.0% 11.4% 46.7% 0.0% 27.8% 27.8% 0.0% 9.8% 37.6% 0.0% Maximum Green (s) 7.9 40.3 40.3 4.0 37.1 16.5 16.5 4.1 25.3 Yellow Time (s) 3.2 3.9 3.9 3.2 3.2 3.6 3.6 3.0 3.6 All -Red Time (s) 3.1 1.7 1.7 3.1 1.7 4.9 4.9 1.7 4.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 5.6 5.6 6.3 4.9 4.0 8.5 8.5 4.0 4.7 8.5 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes . Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min C -Min C -Min Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #/hr) 0 0 0 0 0 0 Act Effct Green (s) 53.5 43.9 43.9 44.8 40.2 11.0 11.0 23.6 19.8 Actuated g/C Ratio 0.59 0.49 0.49 0.50 0.45 0.12 0.12 0.26 0.22 v/c Ratio 0.71 0.86 0.12 0.29 0.95 0.52 0.40 0.63 0.35 Control Delay 32.4 25.8 3.6 12.9 35.8 48.2 20.8 38.1 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.4 25.8 3.6 12.9 35.8 48.2 20.8 38.1 12.2 LOS C C A B D D C D B Approach Delay 25.5 35.2 32.6 25.8 Approach LOS C D C C ntersectiori Surdmary' _.. x Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 and Phases: 3: State Road 60 & Old Coachman o1 I'`I o2 • o3 1� o4 o7 I V 08 Baseline Synchro 7 - Report %user_name% �� Page 2 Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 1/6/2010 Lane Configurations �� �j �� I tT+ 0 Volume (vph) 8 156 1.892 130 170 1714 154 190 803 130 175 653 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.900 1900 Lane 061. Factor 0_.91 1.00 0.91 0.9.1 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 Frt 0.990 0.988 0.979 0.983 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1786 5084 0 1787 5074_ 0 1787 3499 0 1787 35.13_ Fit Permitted 0.073 T 0.073 0.120 0.109 Satd. Flow (perm) 0 13.7_ 5084 0 1.3.7 5.074 0 226 3499 0 205_ 3513 Right T u m on Red Yes Yes _ Yes Satd. Flow (RTOR) 9 12 13 10 Link Speed (mph) 45 45 35 35 Link Distance (ft) 2685 3917 622 1744 Travel Time (s) 40.7 59.3 12.1 34.0 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 2% 1 % 1 % 1 % 1 % 1 % 1 % 1 % 1 °I° 1 % 1% 1 Adj. Flow (vph) 9 164 1992 137 179 1804 162 200 845 137 184 687 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 173 2129 0 179 1966 0 200 982 0 184 776 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right_ Left Left Median width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn_ Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed_ (mph) 9 15 9 15 9 15 9 15 Turn Type custom pm +pt pm +pt pm +pt pm +pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 7 4 8 2 6 Detector Phase 7 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 12.0 4.0 12.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.7 9.7 21.9 9.7 21.0 11.2 22.5 11.2 22.5 Total Split (s) 17.0 17.0 61.0 0.0 16.4 60.4 0.0 19.4 45.2 0.0 17.4 43.2 Total Split ( %) 12.1 % 12.1 % 43.6% 0.0% 11.7% 43.110% 0.0% 13.91/6 32.3% 0.06/6 12.4% 30.9% Maximum Green (s) 11.3 11.3 55.1 10.7 54.5 13.2 38.7 11.2 36.7 Yellow Time (s) 3.5 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All -Red Time (s) 2.2 2.2 1.9 2.2 1.9 2.7 2.5 2.7 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 5.7 5.9 4.0 5.7 5.9 4.0 6.2 6.5 4.0 6.2 6.5 Lead /Lag Lead Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 10 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min C -Min Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls ( #/hr) 0 0 0 0 Act Effct Green (s) 66.5 55.1 65.5 54.6 52.1 38.7 48.3 36.8 Baseline Synchro 7 - Report 2020 Total Traffic Page 1 Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 4/ Volume (vph) 85 Ideal Flow (vphpl) 1900 Lane Util. Factor 0.95 Frt Fit Protected Satd. Flow (prot) 0 At Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.95 Heavy Vehicles ( %) 1 Adj. Flow (vph) 89 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane_ Headway Factor 1.00 Turning Speed (mph) 9 Turn Type Protected Phases Permitted Phases Detector Phase_ Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split ( %) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost_ Time (s) 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls ( #/hr) Act Effct Green (s) Baseline 2020 Total Traffic A li 1/6/2010 Synchro 7 - Report Page 2 0 Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 1/6/2010 4N r i ane,.G[o p T Actuated g/C Ratio 0.48 0.39 0.47 0.39 0.37 0.28 0.34 0.26 v/c Ratio 0.88 1.06 0.94 0.99 0.87 1.01 0.93 0.83 Control Delay 72.2 79.3. 86.6 60.0 66.1 79.5 83.7 57.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.2 79.3 86.6 60.0 66.1 79.5 83.7 57.1 LOS E E F E E E F E Approach Delay 78.8 62.2 77.2 62.2 Approach LOS E E E E Queue Length 50th (ft) 106 -778 112 645 121 -473 116 349 Queue Length 95th (ft) #244 #872 #265 #767 #262 #624 #268 429 internal Link Dist (ft) 2605 3837 542 1664 Turn Bay Length (ft) Base Capacity (vph) 198 2006 190 1986 231 977 197 931 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.87 1.06 0.94 0.99 0.87 1.01 0.93 0.83 ntersection Summary. Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 140 Control Type: Actuated - Coordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 70.7 Intersection LOS: E Intersection Capacity Utilization 1052% ICU Level of Service G Analysis Period (min) 15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Baseline Synchro 7 - Report 2020 Total Traffic A/7 7 Page 3 Ll Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 4/ Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 1/6/2010 I Rem 65 o7n;s MM EWE w . . 717T 'a...w w. e. D... i XTA Ya . .W, :;a ? , Tr ake9 3i . 7 n »ar; �' 77 Baseline 2020 Total Traffic Synchro 7 - Report Page 4 0 Lanes, Volumes, Timings 5: Shopping Center Driveway & Belcher Road 1/6/2010 --* -♦--v 'r *-- k4\ t 1 4/ Lane Configurations_ 4. r *' r 0 +T* Volume (vph) 78 5 46 145 6 67 57 978' 109 56 821 76 Ideal Flow (vphpl) 1900 1900 1.900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Utij. Factor 1.00 1.00 1.00 1.00 1.00_ 1.00 0.95 0.95 0.95 1.00 6.95 0.95 Frt 0.85.0 0.850 0.986 0.987 At Protected 0.955 0.954 0.997 0.950 Satd. Flow (prot) 0 1797 159.9 0 1795 1599 0 3514 0 1787 3528 0 Flt Permitted 0.628. 0.671 0.833 0.230 Satd. Flow (perm) 0 1181 1599 0 12.62_ 1599 0 293.6 0 433 3528 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow- (RTOR) 48 54 22 18 Link Speed (mph) 30 30 30 30 Link Distance (ft) 4.21 476 714 622 Travel Time (s) 9.6 10.8 16.2 14.1 Peak Hour Factor 0.95 0.99 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 Heavy_ Vehicles ( %o) 1% 1% 1% 1 %° 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 82 5 48 153 6 71 62 1029 115 59 864 80 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 87 48 0 159 71 0 1206 0 59 944 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) _0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00'_ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 urn T.Type Perm Perm Perm Perm pm +pt pm +pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 23.2 23.2 23.2 23.2 23.2 23.2 10.0 22.1 10.0 22.5 Total Split (s) 23.2 23.2 23.2 23.2 23.2 23.2 10.0 31.8 0.0 10.0 31.8 0.0 Total Split ( %) 35.7% 35.7% 35.7% 35.76% 35.7% 35.7% 15-AN 48.9% 0.0% 15.4% 48.9% 0.0% Maximum Green (s) 1.6.0 16.0 16.0 16.0 16.0 16.0 4.0 25.7 4.0 25.7 Yellow Time (s) - i 3.5 - 3.5 3.5 3.5 3.5 3.5 3.5 4.0 3.5 4.0 All -Red Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 2.5 2.1 2.5 2.1 Lost Time. Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.2 7.2 7.2 7.2 7.2 7.2 6.0 6.1 4.0 6.0 6.1 4.0 Lead/Lag Lead Lag Lead. Lag Lead -Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 10 3.0 3.0 3.0 3.0 3.6 3.0 Recall Mode Min Min Min Min Min Min Min C -Min Min C -_Min Walk Time (s) 5.6 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11._0 Pedestrian Calls ( #/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 12.7 12.7 12.7 12.7 32.7 33.4 28.1 Baseline Synchro 7 - Report 2020 Total Traffic Pagel 99 0 Lanes, Volumes, Timings 5: Shopping Center Driveway & Belcher Road 1/6/2010 t --p. --v f 4- 4\ T �► 1 4/ Actuated g/C Ratio 0.20 0.20 0.20 0.20 0.50 0.51 0.43 v/c Ratio 0.38 0.14 0.65 0.20 0.79 0.18 0.62 Control Delay 26.4 7.7 36.0 10.1 17.5 8.0 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 7.7 36.0 10..1 17.5 8.0 16.7 LOS C A D B B A B Approach Delay 19.8 28.0 17.5 16.2 Approach LOS B C B B Queue Length 50th (ft) 30 0 58 6 135 9 147 Queue Length 95th (ft) 64 23 109 33 #244 24 214 Internal Link Dist (ft) 341 396 634 5.42 Turn Bay Length (ft) Base Capacity (vph) 291 430 311 434 153.1 331 1534 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 6 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio - 0.30 0.11 0.51 0.16 0.79 0.18 0.62 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 65 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5' Shoonino Center Drivewav & Belcher Road 01 02 � o4 To s v 05 _alml I I IN 1111 �" o6 23' 08 W. 23:2, Baseline 2020 Total Traffic Um Synchro 7 - Report Page 2 0 Lanes, Volumes, Timings 2020 Total Traffic 1: State Road 60 & Hercules Ave. 7/29/2009 Lane Configurations ) tO I tO I t r '� t r Volume (vph) 154 1908 53 99 1751 139 63 248 108 136 211 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.989 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 5115 0 1787 5079 0 1787 1881 1599 1787 1881 1599 Fit Permitted 0.102 0.108 0.620 0.285 Said. Flow (perm) 192 5115 0 203 5079 0 1166 1881 1599 536 1881 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 17 114 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1008 2685 1302 994 Travel Time (s) 22.9 61.0 29.6 22.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 162 2008 56 104 1843 146 66 261 114 143 222 152 Shared Lane Traffic ( %) Lane Group Flow (vph) 162 2064 0 104 1989 0 66 261 114 143 222 152 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type pm +pt pm +pt Perm Perm pm +pt Perm Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 2 2 6 6 Detector Phase 7 4 3 8 2 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 22.3 10.1 22.3 22.9 22.9 22.9 9.9 22.9 22.9 Total Split (s) 13.0 44.6 0.0 10.4 42.0 0.0 24.8 24.8 24.8 10.2 35.0 35.0 Total Split ( %) 14.4% 49.6% 0.0% 11.6% 46.7% 0.0% 27.6% 27.6% 27.6% 11.3% 38.9% 38.9% Maximum Green (s) 6.9 38.3 4.3 35.7 17.9 17.9 17.9 4.3 28.1 28.1 Yellow Time (s) 3.2 3.9 3.2 3.9 3.2 3.2 3.2 3.0 3.2 3.2 All -Red Time (s) 2.9 2.4 2.9 2.4 3.7 3.7 3.7 2.9 3.7 3.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.1 6.3 4.0 6.1 6.3 4.0 6.9 6.9 6.9 5.9 6.9 6.9 Lead /Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min C -Min C -Min C -Min Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0. 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 0 0 0 Act Effct Green (s) 46.8 39.2 42.4 37.0 16.1 16.1 16.1 27.3 26.3 26.3 Baseline Synchro 7 - Report %user_name% Ad, i Page 1 r Lanes, Volumes, Timings 2020 Total Traffic 1: State Road 60 & Hercules Ave. 7/29/2009 EBL EBT EB W$L_, , WBl : B =NBL - NBT B SBL' - $2 .` S _ Actuated g/C Ratio 0.52 0.44 0.47 0.41 0.18 0.18 0.18 0.30 0.29 0.29 v/c Ratio 0.70 0.93 0.56 0.95 0.32 0.77 0.30 0.64 0.40 0.28 Control Delay 32.6 33.0 24.7 37.3 35.7 51.3 8.5 38.7 27.6 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.6 33.0 24.7 37.3 35.7 51.3 8.5 38.7 27.6 8.5 LOS C C C D D D A D C A Approach Delay 33.0 36.7 37.9 25.0 Approach LOS C D D C Queue Length 50th (ft) 43 401 27 398 32 139 0 59 98 13 Queue Length 95th (ft) #136 #522 #75 #522 71 #238 43 #110 161 56 Internal Link Dist (ft) 928 2605 1222 914 Turn Bay Length (ft) Base Capacity(vph) 230 2230 187 2098 232 374 409 222 587 581 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.93 0.56 0.95 0.28 0.70 0.28 0.64 0.38 0.26 ,n ersection.Sumrnaary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 34.1 Intersection LOS: C Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: State Road 60 & Hercules Ave. M ■� p � . ' � X• arc � ; c �� �A:�'� 3lt�c��f3Ls- • �� .: rxia =.• . � "�'"° -� ..'h.,`�a'4 `�cr Y!c.t .-� `av":;j�1�.��y�y °:; - O i �� �� r�, T ;�+3saca.- �ll� ,:,'.c�:i3i �. :?a��''._�. �"Y -r_., �:• ��i ^ax.:':., a;?:.s.1 : ?:a cK: Baseline Synchro 7 - Report %user name% Page 2 [1 Lanes, Volumes, Timings 3: State Road 60 & Old Coachman 2020 Total Traffic 7/29/2009 --I -''t 1 *- *-- 4\ I 7b. \*. "/ Lane Configurations I ttt f ) +tT T I il� Volume (vph) 194 2067 91 54 1771 295 74 40 59 166 42 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.979 0.911 0.892 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 5136 1599 1787 5028 0 1787 1714 0 1787 1678 0 Flt Permitted 0.087 0.097 0.656 0.465 Satd. Flow (perm) 164 5136 1599 182 5028 0 1234 1714 0 875 1678 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 96 44 62 110 Link Speed (mph) 30 30 30 30 Link Distance (ft) 3917 1000 1004 998 Travel Time (s) 89.0 22.7 22.8 22.7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 204 2176 96 57 1864 311 78 42 62 175 44 115 Shared Lane Traffic ( %) Lane Group Flow (vph) 204 2176 96 57 2175 0 78 104 0 175 159 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type pm +pt Perm pm +pt Perm pm +pt Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.3 21.6 21.6 10.3 20.9 24.5 24.5 '8.7 24.5 Total Split (s) 14.0 45.7 45.7 10.3 42.0 0.0 25.2 25.2 0.0 8.8 34.0 0.0 Total Split ( %) 15.6% 50.8% 50.8% 11.4% 46.7% 0.0% 28.0% 28.0% 0.0% 9.8% 37.8% 0.0% Maximum Green (s) 7.7 40.1 40.1 4.0 37.1 16.7 16.7 4.1 25.5 Yellow Time (s) 3.2 3.9 3.9 3.2 3.2 3.6 3.6 3.0 3.6 All -Red Time (s) 3.1 1.7 1.7 3.1 1.7 4.9 4.9 1.7 4.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 5.6 5.6 6.3 4.9 4.0 8.5 8.5 4.0 4.7 8.5 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 . 3.0 3.0 3.0 Recall Mode Min Min Min None Min C -Min C -Min None C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 0 0 Act Effct Green (s) 54.1 46.2 46.2 44.5 39.9 11.0 11.0 23.6 19.8 Baseline Synchro 7 - Report %user name% �� Page 1 0 Lanes, Volumes, Timings 2020 Total Traffic 3: State Road 60 & Old Coachman 7/29/2009 Turn Bay Length (ft) Base Capacity (vph) 290 2636 868 197 2256 229 369 271 554 Actuated g/C Ratio 0.60 0.51 0.51 0.49 0.44 0.12 0.12 0.26 0.22 v/c Ratio 0.70 0.83 0.11 0.29 0.96 0.52 0.40 0.65 0.35 Control Delay 32.5 23.9 3.6 13.0 37.7 48.2 20.8 39.2 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.5 23.9 3.6 13.0 37.7 48.2 20.8 39.2 12.2 LOS C C A B D D C D B Approach Delay 23.8 37.1 32.6 26.3 Approach LOS C D C C Queue Length 50th (ft) 60 392 0 12 -449 42 22 82 23 Queue Length 95th (ft) #195 #547 26 31 #585 83 65 129 68 Internal Link Dist (ft) 3837 920 924 918 Turn Bay Length (ft) Base Capacity (vph) 290 2636 868 197 2256 229 369 271 554 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.83 0.11 0.29 0.96 0.34 0.28 0.65 0.29 ntersection ' u r�aly Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 , Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: State Road 60 & Old Coachman Baseline Synchro 7 - Report %user name% q, � Page 2 " 23.: d. ....�..... ... �k`' Baseline Synchro 7 - Report %user name% q, � Page 2 0 Lanes, Volumes, Timings 2020 Total Traffic 4: Cleveland Street & Belcher Road 1 7/29/2009 -.4 --1. • * 4/ Lane Configurations *T r *T r *Tt if 41� Volume (vph) 67 6 86 24 5 18 6 1036 35 15 819 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 0.95 Frt 0.850 0.850 0.850 0.988 Flt Protected 0.956 0.960 0.999 Satd. Flow (prot) 0 1798 1599 0 1806 1599 0 3574 1599 0 3528 0 Flt Permitted 0.721 0.709 0.949 0.927 Satd. Flow (perm) 0 1356 1599 0 1334 1599 0 3392 1599 0 3274 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 70 19 37 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 504 504 1744 504 Travel Time (s) 11.5 11.5 39.6 11.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1 %° 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 71 6 91 25 5 19 6 1091 37 16 862 74 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 77 91 0 30 19 0 1097 37 0 952 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk. Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 Detector Phase 4 4 4 - 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0, 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 25.5 25.5 25.5 25.5 25.5 25.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 25.5 25.5 25.5 25.5 25.5 25.5 29.5 29.5 29.5 29.5 29.5 0.0 Total Split ( %) 46.4% 46.4% 46.4% 46.4% 46.4% 46.4% 53.6% 53.6% 53.6% 53.6% 53.6% 0.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 23.0 23.0 23.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 9.5 9.5 9.5 9.5 9.5 9.5 6.5 6.5 6.5 6.5 6.5 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min C -Min C -Min C -Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 8.6 8.6 8.6 8.6 30.4 30.4 30.4 Baseline Synchro 7 - Report %user_name% Aas Page 1 Lanes, Volumes, Timings 2020 Total Traffic 4: Cleveland Street & Belcher Road 7/29/2009 aneGr r B Wou BT WBERE d- Bl'NBTNBB SBL: SBTY:SBI Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.55 0.55 0.55 v/c Ratio 0.36 0.30 0.14 0.07 0.58 0.04 0.52 Control Delay 24.8. 10.6 20.3 9.9 10.3 3.1 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 10.6 20.3 9.9 10.3 3.1 9.4 LOS C B C A B A A Approach Delay 17.1 16.3 10.0 9.4 Approach LOS B B B A Queue Length 50th (ft) 23 6 9 0 109 0 88 Queue Length 95th (ft) 52 35 26 13 187 11 155 Internal Link Dist (ft) 424 424 1664 424 Turn Bay Length (ft) Base Capacity (vph) 394 515 388 479 1877 901 1821 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.18 0.08 0.04 0.58 0.04 0.52 Area Type: Other Cycle Length: 55 Actuated Cycle Length: 55 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 59.7 % ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 4: Cleveland Street & Belcher Road Baseline Synchro 7 - Report %user name% Page 2 ..�15.2ii."'['�J�aG :. r:o�Z' R•...- 4Y'" G'% 4:Y.fq 8 '�. ..y ... .yi•. ' -r=" �- __'?ia - _ _ ^:�':�.�. ;. .[ice' ^'�+re- 'a�•.S -' :f. rim Baseline Synchro 7 - Report %user name% Page 2 0 Lanes, Volumes, Timings 2020 Total Traffic 18: Druid Road & Hercules Ave. 7/29/2009 Lane Configurations I t F t r '� t r I t r Volume (vph) 98 336 21 41 308 143 16 181 50 87 165 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1881 1599 1787 1881 1599 1787 1881 1599 1787 1881 1599 At Permitted 0.405 0.549 0.647 0.637 Satd. Flow (perm) 762 1881 1599 1033 1881 1599 1217 1881 1599 1198 1881 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 151 54 156 Link Speed (mph) 30 30 30 30 Link Distance (ft) 504 2688 504 1302 Travel Time (s) 11.5 61.1 11.5 29.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 103 354 22 43 324 151 17 191 54 92 174 156 Shared Lane Traffic ( %) Lane Group Flow (vph) 103 354 22 43 324 151 17 191 54 92 174 156 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Widtfi(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type pm +pt Perm pm +pt Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 11.0 23.0 23.0 11.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 12.0 26.0 26.0 11.0 25.0 25.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split ( %) 20.0% 43.3% 43.3% 18.3% 41.7% 41.7% 38.3% 38.3% 38.3% 38.3% 38.3% 38.3% Maximum Green (s) 5.0 19.0 19.0 4.0 18.0 18.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0' 7.0 7.0 7.0 7.0 7.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None C -Min C -Min C -Min C -Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 26.3 23.7 23.7 20.5 14.8 14.8 17.3 17.3 17.3 17.3 . 17.3 17.3 Baseline Synchro 7 - Report %user_name% 47 Page 1 r� Lanes, Volumes, Timings 2020 Total Traffic 18: Druid Road & Hercules Ave. 7/29/2009 �petGro p EB EBT EB:. B _� „WBT_ WBR . NBL Bl . NBR SBL'' SO B Actuated g/C Ratio 0.44 0.40 0.40 0.34 0.25. 0.25 0.29 0.29 0.29 0.29 0.29 0.29 v/c Ratio 0.23 0.48 0.03 0.10 0.70 0.30 0.05 0.35 0.11 0.27 0.32 0.27 Control Delay 9.3 17.3 7.1 8.5 28.6 5.1 17.8 20.5 6.7 20.7 20.1 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.3 17.3 7.1 8.5 28.6 5.1 17.8 20.5 6.7 20.7 20.1 5.2 LOS A B A A C A B C A C C A Approach Delay 15.1 20.1 17.5 14.7 Approach LOS B C B B Queue Length 50th (ft) 18 70 0 7 105 0 5 57 0 27 52 0 Queue Length 95th (ft) 39 182 13 20 169 34 18 107 22 61 98 37 Internal Link Dist (ft) 424 2608 424 1222 Turn Bay Length (ft) Base Capacity (vph) 451 743 645 425 564 585 366 566 519 360. 566 590 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.48 0.03 0.10 0.57 0.26 0.05 0.34 0.10 0.26 0.31 0.26 ntersectio S-asnmary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 its and Phases: 18: Druid Road & Hercules Ave. Baseline Synchro 7 - Report %user name% �� Page 2 4 U 4 e "S �%'�^"r:'k '' rc` S�is��� •``- <- `•�,•atkiiF'T?A'�..5... �"'L"5^`= ::'�!i =�t. `:ih;p'��eS+3•i,�'.:tY,' ^ .:fss�, v ^. ?� Baseline Synchro 7 - Report %user name% �� Page 2 E Lanes, Volumes, Timings 2020 Total Traffic 13: Druid Road & Belcher Road 7/29/2009 Lane Configurations I + r t r I tT tt r Volume (vph) 75 132 123 94 189 104 168 979 105 61 780 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Ufil. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.850 0.985 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1881 1599 1787 1881 1599 1787 3521 0 1787 3574 1599 Flt Permitted 0.633 0.442 0.342 0.113 Satd. Flow (perm) 1191 1881 1599 831 1881 1599 643 3521 0 213 3574 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 134 109 17 120 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2688 504 504 714 Travel Time (s) 61.1 11.5 11.5 16.2 Peak Hour Factor 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 1% 1% 1% 1 %° 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 79 139 134 99 199 109 177 1031 111 64 821 120 Shared Lane Traffic ( %) Lane Group Flow (vph) 79 139 134 99 199 109 177 1142 0 64 821 120 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm Perm pm +pt Perm Perm pm +pt Perm Protected Phases 4 3 8 2 1 6 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 4 4 4 3 8 8 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.2 22.2 22.2 9.7 22.2 22.2 22.9 22.9 10.1 22.3 22.3 Total Split (s) 22.2 22.2 22.2 9.8 22.2 22.2 32.8 32.8 0.0 10.2 43.0 43.0 Total Split ( %) 29.6% 29.6% 29.6% 13.1% 29.6% 29.6% 43.7% 43.7% 0.0% 13.6% 57.3% 57.3% Maximum Green (s) 16.0 16.0 16.0 4.1 16.0 16.0 26.5 26.5 4.1 36.7 36.7 Yellow Time (s) 3.5 3.5 3.5 3.0 3.5 3.5 4.0 4.0 3.2 4.0 4.0 All -Red Time (s) 2.7 2.7 2.7 2.7 2.7 2.7 2.3 2.3 2.9 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 5.7 6.2 6.2 6.3 6.3 4.0 6.1 6.3 6.3 Lead /Lag Lag Lag Lag Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min Min Min C -Min C -Min Min C -Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 ° 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.0 11.0 11.0 21.7 21.2 21.2 29.3 29.3 41.5 41.3 41.3 Baseline Synchro 7 - Report %user name% ��°I Page 1 0 Lanes, Volumes, Timings 2020 Total Traffic 13: Druid Road & Belcher Road 7/29/2009 Actuated g/C Ratio 0.15 0.15 0.15 0.29 0.28 0.28 0.39 0.39 0.55 0.55 0.55 v/c Ratio 0.45 0.50 0.38 0.33 0.37 0.21 0:71 0.82 0.26 0.42 0.13 Control Delay 36.4 35.0 8.7 22.4 23.2 5.1 39.4 27.6 11.5 11.1 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.4 35.0 8.7 22.4 23.2 5.1 39.4 27.6 11.5 11.1 2.5 LOS D D A C C A D C B B A Approach Delay 25.3 18.2 29.2 10.1 Approach LOS C B C B Queue Length 50th (ft) 34 61 0 35 75 0 68 242 12 105 0 Queue Length 95th (ft) 69 104 41 64 118 31 #180 #386 34 171 24 Internal Link Dist (ft) 2608 424 424 634 Turn Bay Length (ft) Base Capacity(vph) 254 401 447 297 647 622 251 1385 243 1970 935 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.35 0.30 0.33 0.31 0.18 0.71 0.82 0.26 0.42 0.13 ntersecho Su�nary - Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Cnlitc nnr4 Phacac• 1R• nrid l Rnari R RAIr.har Rnsrl Baseline Synchro 7 - Report %user name% A3J Page 2 i I . ;_ex,,. .,i,^,wry- 0 • O i YYU.. >, JEAY^" p � Baseline Synchro 7 - Report %user name% A3J Page 2 i I 0 Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Page 1 of 1 Analyst BF Intersection SR 60 at Drive 1 Agency/Co. Vehicle Volumes and Jurisdiction Citv of Clearwater Date Performed 11612010 Analysis Year 1 Analysis Time Period 3 4 5 Project Description SR 60 at Drive 1- Future Total East/West Street: State Road 60 North /South Street: Drive 1 Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 1418 64 26 1297 Peak -Hour Factor, PHF 1.00 0.95 0.95 0.95 0.95 1.00 Hourly Flow Rate, HFR veh /h 0 1492 67 27 1365 0 Percent Heavy Vehicles 0 — — 1 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 2 1 1 2 0 Configuration T R L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 69 Peak -Hour Factor, PHF 0.95 1.00 0.95 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh /h 0 0 72 0 0 0 Percent Heavy Vehicles 1 0 1 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h) 27 72 C (m) (veh /h) 425 358 v/c 0.06 0.20 95% queue length 0.20 0.74 Control Delay (s /veh) 14.0 17.6 LOS B C Approach Delay (s /veh) -- -- 17.6 ,Approach LOS -- -- C Copyright © 2005 University of Florida, All Rights Reserved HCS +' m Version 5.21 file: / /C:\Documents and Settings \bfast \Local Settings \Temp \u2k36A.tmp ueneraieo: voizu iu 0.wu 1/6/2010 Two -Way Stop Control Page 1 of 1 copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 A31 Generated: 7/29/2009 2:16 PM file: / /C:\Documents and Settings \bfast \Local Settings \Temp \u2k3DA.tmp 7/29/2009 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst BF Intersection Agency/Co. 5urisdiction qy of Clearwater Date Performed 413012009 Analysis Year Analysis Time Period Project Description Druid at Drive 2- Future Total East/West Street: Druid Road North /South Street: Drive 2 Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 12 316 451 Peak -Hour Factor, PHF 0.95 0.95 1.00 1.00 0.95 0.95 Hourly Flow Rate, HFR veh /h 12 332 0 0 474 12 Percent Heavy Vehicles 1 — — 0 — — Median Type. Undivided RT Channelized 0 0 Lanes 0 1 0 0 1- 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 12 10 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.95 1.00 0.95 Hourly Flow Rate, HFR (veh /h 0 0 0 12 0 10 Percent Heavy Vehicles 0 0 0 1 0 1 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 1 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (veh /h) 12 12 10 C (m) (veh /h) 1082 335 588 vlc 0.01 0.04 0.02 95% queue length 0.03 0.11 0.05 Control Delay (s /veh) 8.4 16.1 11.2 LOS A C B Approach Delay (s /veh) — -- 13.9 pproach LOS — __ B copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 A31 Generated: 7/29/2009 2:16 PM file: / /C:\Documents and Settings \bfast \Local Settings \Temp \u2k3DA.tmp 7/29/2009 0 Two -Way Stop Control Page 1 of 1 Copyright © 2005 University of Florida. All Rights Reserved HCS +rM Version 5.21 A33 file://C:\Documents and Settings \bfast\Local Settings \Temp \u2k2EA.tmp Generated: 8/24/2009 2:05 PM 8/24/2009 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst BF Intersection Druid at Drive 3 Agency/Co. 5urisdiction City of Clearwater Date Performed 413012009 Analysis Time Period Project Description Druid at Drive 3- Future Total Analysis Year EastNVest Street: Druid Road North /South Street: Drive 3 Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 10 318 456 13 Peak -Hour Factor, PHF 0.95 0.95 1.00 1.00 0.95 0.95 Hourly Flow Rate, HFR veh /h 10 334 0 0 480 13 Percent Heavy Vehicles 1 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 11 8 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.95 1.00 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 11 0 8 Percent Heavy Vehicles 0 0 0 1 0 1 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes I 0 1 0 0 1 0 1 Configuration I L I I R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (veh /h) 10 11 8 C (m) (veh /h) 1076 334 583 /c 0.01 0.03 0.01 95% queue length 0.03 0.10 0.04 Control Delay (s /veh) 8.4 16.1 11.3 LOS A C B pproach Delay (s /veh) — — 14.1 pproach LOS -- -- B Copyright © 2005 University of Florida. All Rights Reserved HCS +rM Version 5.21 A33 file://C:\Documents and Settings \bfast\Local Settings \Temp \u2k2EA.tmp Generated: 8/24/2009 2:05 PM 8/24/2009 Two -Way Stop Control Page 1 of 1 Copyright © 2005 University of Florida, All Rights Reserved HCS +rM Version 5.21 A 3y Generated: 8/24/2009 2:06 PM fitP• / /('•\T)nrriimPntc nnri CPttlnac \hfact \T.neal gP.tt1ng.q \Temn \u2k2FA.tmn 8/24/2009 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst BF Intersection Druid at Drive 4 Agency/Co. Jurisdiction City of Clearwater Date Performed 413012009 Analysis Year Analysis Time Period Project Description Druid at Drive 4- Future Total East/West Street: Druid Road North /South Street: Drive 4 Intersection Orientation: East -West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 1 328 469 2 Peak -Hour Factor, PHF 0.95 0.95 1.00 1.00 0.95 0.95 Hourly Flow Rate, HFR veh /h 1 345 0 0 493 2 Percent Heavy Vehicles 1 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh /h) 2 1 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.95 1.00 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 2 0 1 Percent Heavy Vehicles 0 0 0 1 0 1 Percent Grade ( %) 0. 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (veh /h) 1 2 1 C (m) (veh /h) 1074 336 577 VIC 0.00 0.01 0.00 95% queue length 0.00 0.02 0.01 Control Delay (s /veh) 8.4 15.8 11.3 LOS A C 8 Approach Delay (s /veh) -- — 14.3 Approach LOS -- -- B Copyright © 2005 University of Florida, All Rights Reserved HCS +rM Version 5.21 A 3y Generated: 8/24/2009 2:06 PM fitP• / /('•\T)nrriimPntc nnri CPttlnac \hfact \T.neal gP.tt1ng.q \Temn \u2k2FA.tmn 8/24/2009 Lanes, Volumes, Timings 5: Shopping Center Driveway & Belcher Road 1/6/2010 Lane Configurations c� 0 1 %T F Volume (vph) 78 5 46 145 .6 67 57 978 109 .56 821 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane_ Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 1.00 6.95 1.00 Frt 0.85.0 0.850 0.986 0.850 Fit'Protected 0.955 0.954 0 997 0.95.0 Said. Flow (prot) 0 1797 1599 0 1795 1599 0 3514 0 1787 3574 1599 Fit Permitted 0.628 0.671 0.860 0.230 Satd Flow (perm) 0 1181 1599 0 1262 1599 0 3031 0 433 3574 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 48 53 22 80 Link.Speed (mph) 30 30 30 30 Link Distance (ft) 421 476 714 622 Travel Time (s) 96 10.8 16.2 14.1 Peak Hour Factor 0.95 0.99 0.95 .0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 Heavy Vehicies ( %) 1 % 1 % 1 % 1% 1 % 1 % 1.% 1% 1% 1% 1% 1% Adj. Flow (vph) 82 5 48 153 6 71 62 1029 115 59 864 80 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 87 48 0 159 71 0 12.06 0 59 864 80 Enter ,,. Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Width (ft) Median dth(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk'Width(ft) 16 16 16 16 Two way Left Turn Lane Headwa' Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm Perm Perm Perm pm +pt pm +pt Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 23.2 23.2 23.2 23.2 23.2 23.2 10.0 22.1 10.0 22.5 22.5 Total Split (s) 23.2 23.2 23.2 23.2 23.2 23.2 10.0 31.8 0.0 10.0 31.8 31.8 Total Split ( %) 35.7% 35.7% 35.7% 35,76/6 35.7% 35.7%° 15.4% 48.96/6 OA% 15.46% 48.9% 48.9% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 4.0 25.7 4.0 25.7 25.7 Yellow Time (s) 3.5 $.5 3.5 3.5 3.5 .3.5 3.5 4.0 3.5 4.0 4.0 All -Red Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 2.5 2.1 2.5 2.1 2.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.2 7.2 7.2 7.2 7.2 7.2 6.0 6.1 4.0 6.0 6.1 6.1 Lead %Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min Min C -Min Min C -Min C -Min WA Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.6 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 12.7 12.7 12.7 12.7 32.7 33.4 28.1 28.1 Baseline 2020 Total Traffic w Imp A35- Synchro 7 - Report Page 1 0 Lanes, Volumes, Timings 5: Shopping Center Driveway & Belcher Road 1/6/2010 Actuated g/C Ratio 0.20 - 0.20 620 6.'20'- 0.50 011 0.43 0.43 v/c Ratio 0.38 0.14 0.65 0.20 0.77 0.18 0.56 0.11 Control Delay 26.4 7.7 36.0 10.3 16.6 8.0 16.2 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 7.7 36.0 10.3 16.6 8.0 16.2 4.0 LOS C A D B B A B A Approach Delay 19.8 28.1 16.6 14.7 Approach LOS B C B B Queue Length 50th (ft) 30 0 58 6 135 9 133 0 Queue Length 95th (ft) 64 23 109 33 #230 24 194 22 Internal Link Dist (ft) 341 396 634 542 Turn Bay Length (ft) Base Capacity (vph) 291 430 311 434 1572 331 1544 737 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 6 6 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.11 0.51 0.16 0.77 0.18 0.56 0.11 Area Type: Other Cycle Length: 65 Actuate_ d Cycle Length: 65 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 17.1 Intersection LOS: B intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. .gnlitc and Phase_- 5• Rhnnninn Center Drivewav & Belcher Road 01 At o2 * M 05 m6 03 I Baseline Synchro 7 - Report 2020 Total Traffic w Imp A36 Page 2 E Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 1/7/2010 Lane Configurations A ttt F I Wo I +T41 0 Volume (vph) 8 156 1892 130 170 1714. 154 196 803 130 175 653 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Oil. Factor 0.91 1.00 0.91 - 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 .0.95 Fri 0.850 0.988 0.979 0.983 Fit Protected 0.950 0.950 0.950 0 950 Satd. Flow (prot) 0 1786 5136 1599 1787 5074 0 1787 3499 0 1787 3513 _ -.._ Flt Permitted 0.074 0.074 0.132 0_.105 Satd. Flow (perm) 0 139 5136 1599 139 5074 0 248 3499 0 198 3513 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 87 12 13 10 0 Speed (mph) 45 45 35 35 Link Distance (ft) 2685 3917 622 1744 Travel Times _.. ( ) 40.7 59.3 12.1 34.0 Peak Hour Factor 0.92 0.95 0.9.5 0.95 0.95 0.95 0.95 0.95 0.95 0.95. 0.95 0.95 ehicle%0 Heavy Vs( %) 2% 1% 1 1% 1 %° 1% 16/. 1% 1% 1% 1% 10% Flow (vph) 9 164 1992 137 179 1804 162 200 845 137 184 687 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 173 1992 137 179 1966 0 200 982 0 184 776 Enter Blocked Intersection . No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 9 15 9 15 9 15 Turri.Type custom pm +pt Perm pm +pt pm +pt pm +pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 7 4 4 8 2 6 Detector Phase 7 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 12.0 12.0 4.0 12.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.7 9.7 21,9 21.9 9.7 21.9 11.2 22.5 11.2 22.5 Total Split (s) 16.2 16.2 60.0 60.0 16.5 60.3 0.0 19.0 46.3 0.0 17.2 44.5 Total Split ( %) 11.6% 11.6% 42.9% 42.96% 11.6% 43.1% 0.0% 13.6% 33.10° 0.0% 12.3% 31.86/. Maximum Green (s) 10.5 10.5 54.1 54.1 10.8 54.4 12.8 39.8 11.0 38.0 Yeliow Time (s) 3.5 3.5 4.0 4.0 15 4.0 3.5 4.0 3,5 4.0 All -Red Time (s) 2.2 2.2 1.9 1.9 2.2 1.9 2.7 2.5 2.7 2.5 Lost Time Adjust (s) 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 6.0 0.0 Total Lost Time (s) 5.7 5.7 5.9 5.9 5.7 5.9 4.0 6.2 6.5 4.0 6.2 6.5 Lead %Lag Lead Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes vehicle_ Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Min Min Min C -Min Min C -Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr) 0 0 0 6 0 Act 6kt Green (s) 64.8 54.1 54.1 65.4 54.4 52.8 39.8 49.4 38.1 Baseline Synchro 7 - Report 2020 Total Traffic w Imp AP Page 1 0 Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 1/7/2010 air °you -R. Laonfigurations Volume (vph) 85 Ideal Flow (vphpl) 1900 Lane Otil. Factor 0.95 Frt FIt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.95 Heavy Vehicles (%) 1 Flow (vph) 89 Shared Lane. Traffic ( %) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total S" plit (s) 0.0 Total Split ( %) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lo'stTime Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead /Lag . , ... Lead -Lag Optimize? VetiicleExfension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls ( # /hr) Act Effct Green (s) Baseline Synchro 7 - Report 2020 Total Traffic w Imp A3?- Page 2 0 a Lanes, Volumes, Timings 2: State Road 60 & Belcher Road ■ - ; ■■ ; g 3 _mss 1/7/2010 Actuated g/C Ratio 0.46 439 639­ 6.47 0.39 0.38 0.28 6.35 0.27 v/c Ratio 0.92 1.00 0.20 0.93 0.99 0.86 0.98 0.94 0.81 Control Delay 81.5 63.7 12.0 83.7 60.9 61.9 72.4 86.2 54.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 total Delay 81.5 63.7 12.0 83.7 60.9 61.9 72.4 86.2 54.5 LOS F E B F E E E F D Approach Delay 62.0 62.8 703 60.6 Approach LOS E E E E Queue Length 50th (ft) 106 -665 29 112 646 120 463 116 344 Queue Length 95th (ft) #254 #786 76 #263 #768 #251 #610 #270 424 Internal Link Dist (ft) 2605 3837 542 1664 Turn Bay Length (ft) Base Capacity (vph) 188 1985 671 192 1979 234 1004 195 962 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback_Cap,Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 1.00 0.20 0.93 0.99 0.85 0.98 0.94 0.81 Area Type: Other Cycle Length40 Actuated 6. 1 - ycle Length: 140_ Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 140 Control Type: Actuated - Coordinated 'Mazimurn We Ratio* A.00 Intersection Signal Delay: 63.6 Intersection LOS: E 'Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 956 percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Rnlits and Phasas- 7- State Road 6n & Belcher Road Baseline Synchro 7 - Report 2020 Total Traffic w Imp A39 Page 3 ■ - ; ■■ ; g 3 _mss Baseline Synchro 7 - Report 2020 Total Traffic w Imp A39 Page 3 0 Lanes, Volumes, Timings 2: State Road 60 & Belcher Road 1/7/2010 4/ v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Lmk Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced vac Ratio ME N 7offl— 1i t ° Baseline 2020 Total Traffic w Imp Aqb Synchro 7 - Report Page 4 0 Arterial Level of Service 1/13/2010 Arterial Level of Service: NB Belcher Road Shopping Center Driv 111 21� 170 17.5 36.6 0.14 13.1 tti[6 -Road 60 15.9 ruid Roa 3 0 f3.5 �7.4 0.12 - F O-Jb Shopping Center Driv 111 30 18.1 17.5 36.6 0.14 13.1 tti[6 -Road 60 15.9 70.5 95.4 0.12 4.4 F Cleveland - - Street 111 30 41.9 10.3 52.2 0.33 22.8 C Total I 89.4 184.7 224.1 0.68 10.9 E Arterial Level of Service: SB Belcher Road State Road 60 111 35 39.6 57.1 96.7 0.33 12.3 E III 30 16.6 16.7 33.3 0. E . D - ruid Road III 30 18.1 11.1 29.2 0.14 16.7 D. TOU : III . . I 1 87.8 94.3 -11821 0.68 18.4 E Arterial Level of Service: EB Druid Road Arterial Level of Service: WB Druid Road Hercules Ave. III 30 64.7 28,6 93.3 0.51 19.6 Total 1 78.2 51.9 130.1 0.60 16.1 D Arterial Level of Service: NB Hercules Ave. Druid Road 111 '' 30 010 10.1 E State Road 60 III 30 31.3 b1.3 U.0 UZO 1U.1 f6tal III 44.8 71.8 116.6 0-34 10.6 E Baseline 2020 Total Traffic Aq1 Synchro 7 - Report Page I fl,3 '00 E Belcher Road 111 64.7 3 1 5.0 99.7 0.51 18.4 C Total ' III 78.2 52.3 130.5 0-60 16.1 : D Arterial Level of Service: WB Druid Road Hercules Ave. III 30 64.7 28,6 93.3 0.51 19.6 Total 1 78.2 51.9 130.1 0.60 16.1 D Arterial Level of Service: NB Hercules Ave. Druid Road 111 '' 30 010 10.1 E State Road 60 III 30 31.3 b1.3 U.0 UZO 1U.1 f6tal III 44.8 71.8 116.6 0-34 10.6 E Baseline 2020 Total Traffic Aq1 Synchro 7 - Report Page I 0 Arterial Level of Service 1/13/2010 Arterial Level of Service: SB Hercules Ave. State Road 60 III 30 23.9., 27.6. 51.5. 019 > 13.2 ` E Druid Road III 30 31.3 20.1 51.4 0.25 17.3 D Total . III 55 2 41.1 102.9 0.43 ' ` 16.2 D Arterial Level of Service: EB State Road 60 Belcher Road III 45 44.8 79.3 124.1 0.51 14.8 L) Old Coachman III , 30 89.0 23.9 .:.112.9 .0.74 231. C Total III 158.0 136.2 294.2 1.44 17.6 D Arterial Level of Service: WB State Road 60 Belcher Road II 45 59.3 60.0 .119.3 0.74 22.4 C Hercules Ave. II 30 64.6: 37.3 101.9. 0.51 18.0. D Total II 148.0 135.0 283.0 1.44 18.3 D Baseline Synchro 7 - Report 2020 Total Traffic n ya Page 2 0 Arterial Level of Service 1/13/2010 Arterial Level of Service: NB Belcher Road Druid Road . ,. , III . _ : ^ .: 30 13.5 27.4 40.9 010 8 4 F Shopping Center Driv III 30 _... 18.1 16.6 34.7 014 14.0 D State Road 60 III 35 15.9 72.4 88.3 012 :4.8 F Cleveland Street III 30 41.9 10.3 52.2 0.33 22.8 C Total -`III : ; 89.4 126.7 216.1 068 : 11.3 E Arterial Level of Service: SB Belcher Road .,rix:;,gs'sv!a:, m.. - ':.-- ,;a- .,,7.' .:_.^.��y,..,. h 0'�i?�- 0 �,.�.�Y, YE.��h�3�:�0.,{} �J�Xc ��.i' 0 : w �`"� �r � v r t§, •:. '�.� �"£ Skxx. 0 " 0 S,�s ...r �'2 �s`.%?�� • 1 •� ' 1 1 1 1 State Road 60 III 35 39.6 54.5 94.1 0.33 11.ti t III 30 16.6 .16.2 32.8. 012 12 9 E Druid Road III 30 18.1 11.1 29.2 0.14 16.7 D Total .,: 87.8. 91.2 -1 179.0 ;0 68' ` 13.7 E Arterial Level of Service: EB Druid Road Belcher Road III 30 64.7 35.0 99.7 0.51 18.4 L Total III 78.2 52.3 130.5 0 60 , 16.7 D Arterial Level of Service: WB Druid Road Hercules Ave. III 30 64.7 28.6 93.3 0.51 19.6. c Total III 78.2' : 51.9 130.1 .. 0,60. 16,7 D Arterial Level of Service: NB Hercules Ave. State Road 60 III 30 31.3 51.3 82.6 0.25 10.7 E Total III 44.8 71.8 116.6 0.34 10.6 E Baseline Synchro 7 - Report 2020 Total Traffic w Imp fkq3 Page 1 0 Arterial Level of Service 1/13/2010 Arterial Level of Service: SB Hercules Ave. State Road 60 III 30 23.9 27.6 51.5 019 13 2 E Druid Road III 30 31.3 20.1 51.4 0.25 17.3 D Total' III 55.2 . 41.7: 102.9 ' 0.43 15.2 D Arterial Level of Service: EB State Road 60 Belcher Road III 45 44.8 63.7 108.5 0.51 16.9 D Old Coachman III 30 89.0 .. 23.9.... 112.9 0.14 2P', - C Total III 158.0 120.6 278.6 1.44 18.6 C Arterial Level of Service: WB State Road 60 Belcher Road II 45 59.3 60.9 120.2 0.74 22.2 C Hercules Ave. II 30 64.6 37.3 101.9 0.51 18.0 D Total II 148.0 135.9 283.9 1.44 18.3 D Baseline 2020 Total Traffic w Imp Synchro 7 - Report Page 2 t� U Page 1 of 4 ARTPLAN 2007 Conceptual Planning Analysis Description/ File Information User Notes Im JJARTPLAN 2007 liversion Date 113 /18/08 ;t I REC IjAgency jjFDC JjDlstrict Clearwater, FL iI Name Druid Road Begin Intersection Edenville Road Intersection Hercules Period K100 Peak Direction Westbound Facility Data (Auto) Roadway Variables C:\DOCUME 1 rArea Type Large Urbanized JAADT 71:7:0]1# of Signals 0 File Name 1:\Ternp\prev1ew.xm1 \rchapman \LOCALS -1 Date Prepared 8/25/2009 # Thru Lanes 2 JHF 0.95 Through g/C F 0.3 Median Type None % Heavy Vehicles (Peak) 1 Left g/C 0.25 Left Turn Lanes Yes Peak) vy Vehicles (Off- User Notes Im JJARTPLAN 2007 liversion Date 113 /18/08 ;t I REC IjAgency jjFDC JjDlstrict Clearwater, FL iI Name Druid Road Begin Intersection Edenville Road Intersection Hercules Period K100 Peak Direction Westbound Facility Data (Auto) Roadway Variables Traffic Variables Control Variables rArea Type Large Urbanized JAADT 71:7:0]1# of Signals 0 Class 2 1 K 0.1 I control Type Actuated Posted Speed _30]1 u 0.54 lcycle Length 75 # Thru Lanes 2 JHF 0.95 Through g/C F 0.3 Median Type None % Heavy Vehicles (Peak) 1 Left g/C 0.25 Left Turn Lanes Yes Peak) vy Vehicles (Off- 1 Arrrri al Type 1 11 LT Lane(s) Storage Length 300 % Left Turns (Peak) 24 Arrival Type (Off -Peak) Right Turn Lanes No % Right Turns (Peak) 27 % Left Turns (Off -Peak) 23 Right Turns (Off -Peak) 37 Adj. Sat. Flow Rate (Peak) 1494 Adj. Sat. Flow Rate (Off- 1477 Peak) A 4_6 file:M\Documents and Settings\rchapmanTocal Settings \Temp \preview.xm1 8/25/2009 0 Page 2 of 4 Automobile Intersection and Segment Data (Peak) Left :Right % % INT SEG Turn rn Left Right #Dir. Length AADT #Dir. Lanes es Turn Turn Lanes Lanes i (to Belcher 75 0.3 0.25 ❑4 Yes No 24 27 ❑1 0.561 7170 387 ❑1 35 None Road) 2 (to ) 60 0.42 0.25 ❑4 Yes No � 29 ❑1 0.5047 7170 387 ❑1 35 None Hercules Automobile Intersection and Segment Data (Off -Peak) Left Right % % INT SEG Cycle Thru Left Arr. Hourly Median Length g/C g/C Type Turn Turn Left Right #Dir. Length AADT Vol. #Dir. ]FFS Type Segment # Lanes Lanes Turn Turn Lanes Lanes 2 (to Edenville 75 0.3 HE]DI No 23 37 F11 0.561 7170 330 1 35 None Road) i (to Belcher Road) 75 0.3 0.25 ❑3 Yes No 23 37 ❑1 0.5047 7170 330 ❑1 35 None Automobile LOS (Peak) --IF Thru Mvmt Ad'. Sat. ❑ Control Int. A roach * ** Seed Segment Segment # Flow Rate Flow Rate v/c Delay OS LT Spill (mph) LOS i (to Belcher Road) 310 1494 0.69 25.88 1 C No 23.2 L J 2 (to Hercules) 375 1491 0.6 12.82 B No 26.7 C� Weighted ❑Weighted Eil FFSy 45.5 ThreshId Delay Eii] puto Seed 24'7 � Auto LOS C Length Len th g/C Dela Automobile LOS (Off -Peak) Automobile Service Volumes Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area i—na ic innn unhni_ A B C 11 D E Thru Mvmt Adj. Sat. ❑ Cont of Int. Approach * ** Speed Segment Segment # Flow Rate Flow Rate v/c Delay LOS LT Spill (mph) LOS 2 (to Edenville Road) 267 1480 0.6 24.18 C No 1 23.8 1 (to Belcher Road) 267 1480 0.6 24.18 C No 23.1 Arterial 1.07 Weighted 0.30 FFS 53.9 Threshold Delay 0'0 Auto Speed 23.5 Auto LOS C Length g/C Delay Automobile Service Volumes Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area i—na ic innn unhni_ A B C 11 D E Lanes Hourly Volume In Peak Direction 1 ** ** 560 600 * ** 2 ** ** 1160 1210 * ** 3 ** ** 1760 1830 * ** 4 IF 1 2360 =1 2440 * ** * ** ** =1 560 =1 600 * ** Lanes Hourly Volume In Both Directions 2 ** ** 1040 1100 * ** Mf file:M\Documents and Settings\rchapman\Local Settings \Temp \preview.xml 8/25/2009 Page 3 of 4 4 II ** II ** II 2150 JI 2240 II * ** I ( � ** 1 3260 1 3380 * ** 8 * * -� ** 4370 -4520 - * ** * 11 ** ** 1040 1100 * ** Lanes Annual Average Daily Traffic 2 ** . ** 10400 11000 * ** 4 ** ** 21500 22400 * ** 6 ** ** 32600 33800 * ** 8 ** ** 43700 45200 * ** * ** ** -10400 11000 * ** hq7 file://C:\Documents and Settings\rchapman\Local Settings \Temp \preview.xml 8/25/2009 C Page 4 of 4 * Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data screens. ** Cannot be achieved based on input data provided. * ** Not applicable for that level of service letter grade. See generalized tables notes for more details. # Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly. ## Facility weighted g/C exceeds normally acceptable upper range (O.S); verify that g/C inputs are correct. # ## Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation. A t/8' file://C:\Documents and Settings\rchapmanTocal Settings \Temp \preview.xml 8/25/2009 r � Page 1 of 4 ARTPLAN 2007 Conceptual Planning Analysis Description/ File Information T:\2009-000 \Traffic File Name Study Rev 1 Date Prepared 8/25/2009 \ArtPlan \AP_SR 60 EB w Impr.xml Program 11ARTPLAN 2007 Iversion Date 3/18/08 Analyst 11REC jAgency JFDC JjDistrict Clearwater, FI l—]I Arterial Name S.R. 60 EB w Impr Begin Intersection Hercules Intersection [Old Coachman Study Period � K100 — Peak Direction Eastbound User Notes Facility Data (Auto) Roadway Variables 11 Traffic Variables control Variables Area Type 11 Large Urbanized JAADT 11 443:79]1# of Signals 0 Class 11 1 K 0.095 Control Type Actuated Posted Speed 45 D 0.52 Cycle Length 143 # Thru Lanes 6 1 PHF 0.95 Through g/C F 0.43 Median Type Restrictive % Heavy Vehicles (Peak) IF 1 Left g/C 0.12 Left Turn Lanes Yes Peake)avy Vehicles (Off- Arrival 1 I(Peak) Type LT Lane(s) Storage Length 300 % Left Turns (Peak) 7 Arrival Type (Off -Peak) Right Turn Lanes No % Right Turns (Peak) 6 Left Turns (Off-Peak) 3 Right Turns (Off -Peak) 14 Adj. Sat. Flow Rate (Peak)jl 1913 Adj. Sat. Flow Rate (Off- 1882 Peak) A�1�i file: / /C:\Documents and Settings\rchapman\Local Settings \Temp \preview.xm1 8/25/2009 Page 2 of 4 Automobile Intersection and Segment Data (Peak) Left :Right % % INT SEG Arr. Hourly Turn n Left Right #Dir. Length AADT #Dir. Type Lanes s Turn Turn Lanes Lanes Type 1 (to 143 F_] 4 0.12 ETYes Yes 44379 2192 EIE Restrictive Belcher) 2 (to Old g0 0.5 0.16 Yes No 0.7381 44379 2192 50 Restrictive Coachman) Automobile Intersection and Segment Data (Off -Peak) 12 (to I 1 Her ules) 143 0.510.1 M;E]E]�EE Nol 3 E:No E] I Hourly M SEG Right #Dir. Length AADT FFS Turn Lanes :: 1]4F 0.5095 44379 2024 F 50 Restrictive 1 EID Restrictive Automobile LOS (Peak) --]FThru Mvmt Adj. Sat. Control Left Right Seed Segment Cycle Thru Left Arr. Turn Turn Left Segment # Length g/C g/C Type Lanes Lanes Turn 12 (to I 1 Her ules) 143 0.510.1 M;E]E]�EE Nol 3 E:No E] I Hourly M SEG Right #Dir. Length AADT FFS Turn Lanes :: 1]4F 0.5095 44379 2024 F 50 Restrictive 1 EID Restrictive Automobile LOS (Peak) --]FThru Mvmt Adj. Sat. Control Int. A roach Seed Segment Segment # Flow Rate Flow Rate v/c Delay OS LT Spill (mph) LOS 1 (to Belcher) 2007 1909 0.81 31.87 C No 24.9 �� 2 (to Old Coachman) 2123 1850 0.77 14.61 B No 36.0 C� Arterial 1.25 Weighted 0.47 FFS 57'9 Threshold Delay 0'0 Auto Speed 3 Auto LOS C Length g/C Delay Automobile LOS (Off -Peak) Automobile Service Volumes Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area tvnP ic innn unhnl_ A B =I C 11 D E Lanes Hourly Volume In Peak Direction 1 ** 410 860 940 * ** 2 ** 840 1800 1900 * ** 3 H ** 1280 2740 2860 * ** 4 =11 ** I 1720 3670 3830 * ** * ** 1280 2740 2860 * ** Lanes Hourly Volume In Both Directions 2 ** 790 1650 1800 * ** 4 ** 1620 3460 3650 * ** file:M\Documents and Settings\rchapman \Local Settinpuemp \previewaml 8/25/2009 Thru Mvmt Ad'. Sat. I Control Int. Approach Speed Segment Segment # Flow Rate Flow Rate v Delay OS LT Spill (mph) LOS 2 (to Hercules) 20671 0.73 22.14 1 El No 29.1 C 0 22.14 I C No 33.0 1 (to Belcher) =1 2067 1895 .73 F--2s] Weighted 0.50 53.7 Threshold Id 0.0 peed 31.3 LOS Length / Delay Automobile Service Volumes Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area tvnP ic innn unhnl_ A B =I C 11 D E Lanes Hourly Volume In Peak Direction 1 ** 410 860 940 * ** 2 ** 840 1800 1900 * ** 3 H ** 1280 2740 2860 * ** 4 =11 ** I 1720 3670 3830 * ** * ** 1280 2740 2860 * ** Lanes Hourly Volume In Both Directions 2 ** 790 1650 1800 * ** 4 ** 1620 3460 3650 * ** file:M\Documents and Settings\rchapman \Local Settinpuemp \previewaml 8/25/2009 Page 3 of 4 II 2460 5270 5510 * ** ** 3310 7060 7360 * ** 2460 5270 - 5510 * ** Lanes Annual Average Daily Traffic ** 8300 17400 18900 * ** 4 ** 17000 36400 38400 * ** ** 25900 55500 58000 * ** ** 34800 � j 74300 77400 * ** 25900 55500 58000 * * *_ A�;/ file://C:\Documents and Settings\rchapman \Local Settings \Temp \preview.xml 8/25/2009 0 Page 4 of 4 * Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data screens. ** Cannot be achieved based on input data provided. * ** Not applicable for that level of service letter grade. See generalized tables notes for more details. # Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly. ## Facility weighted g/C exceeds normally acceptable upper range (0.S); verify that g/C inputs are correct. # ## Intersection capacity (ies) are exceeded for the full hour, an operational level analysis tool is more appropriate for this situation. /{S' �' file://C:\Documents and Settings\rchapmanTocal Settings \Temp \preview.xml 8/25/2009 0 Page 1 of 4 ARTPLAN 2007 Conceptual Planning Analysis Description/ File Information ] I Program ARTPLAN 2007 Version Date 3/18/08 —� Analyst REC Agency FDC District –]liCfearwate FL Arterial Name Belcher Road Begin Intersection Harn Int rsection Cleveland Study Period K100 Peak Direction Northbound User Notes T:\2009-000 \Traffic File Name Study Rev 1 Date Prepared 8/25/2009 \Art Facility Data (Auto) Roadway Variables Traffic Variables Control Variables Area Type Large Urbanized AADT 20970 # of Signals 1=1 Class __211( 0.1 Control Type Actuated Posted Speed 35 D 0.55 Cycle Length 143 # Thru Lanes 1 —�4 PHF 0.95 Through g/C 0.45 Median Type Non - Restrictive %Heavy Vehicles (Peak) 1 Left g/C 0.14 Left Turn Lanes Yes Pe Heavy Vehicles (Off- 1 Arrival Type LT Lane(s) Storage Length 300]10/o Left Turns (Peak) d16 Arrival Type (Off -Peak) Right Turn Lanes No %Right Turns (Peak) 12 10/b Left Turns (Off -Peak) 20 1% Right Plan \AP_Belcher NB w Impr.xml ] I Program ARTPLAN 2007 Version Date 3/18/08 —� Analyst REC Agency FDC District –]liCfearwate FL Arterial Name Belcher Road Begin Intersection Harn Int rsection Cleveland Study Period K100 Peak Direction Northbound User Notes T:\2009-000 \Traffic File Name Study Rev 1 Date Prepared 8/25/2009 \Art Facility Data (Auto) Roadway Variables Traffic Variables Control Variables Area Type Large Urbanized AADT 20970 # of Signals 1=1 Class __211( 0.1 Control Type Actuated Posted Speed 35 D 0.55 Cycle Length 143 # Thru Lanes 1 —�4 PHF 0.95 Through g/C 0.45 Median Type Non - Restrictive %Heavy Vehicles (Peak) 1 Left g/C 0.14 Left Turn Lanes Yes Pe Heavy Vehicles (Off- 1 Arrival Type LT Lane(s) Storage Length 300]10/o Left Turns (Peak) d16 Arrival Type (Off -Peak) Right Turn Lanes No %Right Turns (Peak) 12 10/b Left Turns (Off -Peak) 20 1% Right file: / /C: \Documents and Settin?s\rchapman \Local Sett ings \Temp \preview.xml 8/25/2009 Turns (Off -Peak) 1 10 Adj. Sat. Flow Rate (Peak) 1 1735 Adj. Sat. Flow Rate (Off- 1 1697 Peak) ings \Temp \preview.xml 8/25/2009 0 Automobile Intersection and Segment Data (Peak) 1 (to Druid) 75 [!I�L25 2 (to Publix) 69 0.5 Eo, 63 ,to S.R. 143 0.45 0.14 4 (to ) 55 0.5 0.25 Cleveland Left Right % % LN Turn Turn Left Right r. Leng th e Lanes Lanes Turn Turn s J Yes No 13 - F ] 0.4593 51 Yes No � SO F 2] 0.1328 ]No 16 F 12 ❑2 0.1 jNo DDEIE Hourly SEG �T Vol. # Dir. Laanness 701 1153 C2 -701 1153 C2�_ 701 1153 I 2� 7] 1153 I 2 Automobile Intersection and Segment Data (Off -Peak) Page 2 of 4 40 Median Type Non-1 estrictive Non - estrictive Non - estrictive Non-1 Left Right % % INT SEG Cycle Thru Left Arr. Hourly Median Length g/C g/C Type Turn Turn Left Right #Dir. Length AADT #Dir. FFS Type Segment # Lanes Lanes Turn Turn Lanes Lanes 4 (to Harn) 143 0.45 0.14 Yes No 20 SO 0.4593 20970 944 [:]EF Non - Restrictive 3 (to Druid) H[O.14 Yes No 20 10 0.1328 20970 944 40 Non - Restrictive EIF 2 (to Publix) 69 0.45 0.14 Yes No 20 SO 0.1182 20970 944 DEF JPes trictive 11 0 j Page 3 of 4 tvae is 1000 vahDI. A B C D E Lanes Hourly Volume In Peak Direction 1 ** 480 =1 780 �— 850 * ** 2 ** 1040 1650 1730 * ** 3 �— ** 1610 2510 2600 2610 4 ** 2190 3360 3480 * ** * ** 1040 1650 1730 11 * ** Lanes Hourly Volume In Both Directions 2 ** 870 1420 1550 4 ** 1890 3000 3140 * ** 6 ** 2930 4560 4730 4740 8 ** 3980 6110 6330 * ** * ** 1890 3000 3140 — * ** Lanes Annual Average Daily Traffic 2 ** 8700 14200 15500 4 ** 18900 30000 31400 * ** 6 ** 29300 45600 47300 47400 8 ** 39800 61100 63300 * ** * I r ** 18900 30000 31400 * ** A55 file://C:\Documents and Settings\rchapman\Local Settings \Temp \preview.xml 8/25/2009 Page 4 of 4 * Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data screens. ** Cannot be achieved based on input data provided. * ** Not applicable for that level of service letter grade. See generalized tables notes for more details. # Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly. ## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct. # ## Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation. A6 file://CADocuments and Settings\rchapman \Local Settings \Temp \preview.xml 8/25/2009 0 v E h 0 0 0 I 3 a 0 i } J U W 0 Q i n O O O 1 O O tV O N M T a M DRAWN JEB /LCS l CHECKED 4 ! REPORT MAP OF BOUNDARY AND TOPOGRAPHIC SURVEY: THE MAP AND REPORT ARE NOT FULL AND COMPLETE WITHOUT THE OTHER. (SEE SHEET INDEX IN TITLE BLOCK) GAL DESCRIPTION: (SEE DATA SOURCES 3) Parcel I That part of the NW 1/4 of the NE 1/4 of the SE 1/4 of Section 13, Township 29 South, Range 15 East, described as follows: Beginning at a paint on the North boundary of said quarter section, located 475.6 feet along said boundary, from the Northwest corner of said NE 1/4 of SE 1/4 thence continuing East along said boundary, 195.07 feet more or less to the NE corner of NW 1/4 of NE 1/4 of SE 1/4; thence South along the East boundary of the NW 1/4 of NE 1/4 of SE 1/4, 667.98 feet, more or less to the Southeast corner of said NW 1/4 of NE 1/4 of SE I /4; thence run West along the South boundary of said NW 1/4 of NE 1/4 of SE 1/4, 206.1 feet, more or less to the Southeast corner of a tract conveyed to C.D. Walker and Wife Grace F. Walker, by deed recorded in Deed Record 1016, Page 329, public records of Pinellas County, Florida and thence North along the East boundary of said Walker tract, 667.6 feet more or less to the Point of Beginning. Parcel 2 The Northeast quarter (NE 1/4) of the Northeast quarter (NE 1/4) of the Southeast quarter (SE 1/4) and the South one -half (S 1/2) of the Northeast quarter (NE 1/4) of the Southeast quarter (SE 1/4) of Section 13, Township 29 South, Range 15 East, SUBJECT HOWEVER to the right of way of the public thoroughfare known as Gulf to Bay Boulevard over the North fifty (50) feet of said Northeast quarter (NE 1/4) of the Northeast quarter (NE 1/4) of Southeast quarter (SE 1/4) and the South fifty (50) feet of said Northeast quarter (NE 1/4) of said Southeast quarter (SE 1/4) and the South fifty (50) feet of said Northeast quarter (NE 1/4) of said Southeast quarter (SE 1/4) for right of way of Druid Road (County Road No, 28) and that part of said Northeast quarter (NE 1/4) of Southeast quarter (SE 1/4) described in O.R. Book 4564, Pages 154, 155 and 156, for right of way of Belcher Road (County Rood No. 28), all lying and being in Pinellas County, Florida. ACCURACY. 1. THE-ACCURACY STANDARD USED FOR THIS SURVEY, AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FAC), IS "CO[VMER.Q_,] -A� /HIGH RISK ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT O.OQO.FEET. 2. THE PRIMARY CONTROL POINT POSITIONS FOR THIS SURVEY WERE ESTABLISHED FROM A MINIMUM OF TWO (2) KNOWN NATIONAL GEODETIC SURVEY (NGS) CONTROL POINTS (SEE DATA SOURCES,I) USING GLOBAL POSITIONING METHODS WITH REAL TIME KINEMATIC SESSIONS. THE MAXIMUM POSITIONAL UNCERTAINTY OF THE PHYSICAL PRIMARY CONTROL - POINTS 1S COMPUTED TO BE 0.032 FEET (10 MILLIMETERS) USING THE ALGEBRAIC SUM MEAN OF THE PROCESSED POSITIONS. 3, CONTROL ELEVATIONS FOR THIS SURVEY ARE BASED ON TWO (2) SEPARATE LEVEL LOOPS USING DIFFERENTIAL LEVELING TECHNIQUES. CLOSURES ACHIEVED ARE AS FOLLOWS: (a) 0.020' ERROR IN A 0,54 MILE LOOP LENGTH WHICH EXCEEDS THE MINIMUM ACCURACY REQUIREMENT CALCULATED AT A MAXIMUM MIS - CLOSURE OF 0.037 FEET; AND (b) 0.008' ERROR IN A 1.25 MILE LOOP LENGTH WHICH EXCEEDS THE MINIMUM ACCURACY REQUIREMENT CALCULATED AT A MAXIMUM MIS - CLOSURE OF 0.056 FEET 4. HORIZONTAL CONTROL MEASUREMENTS WERE MADE WITH A TRANSIT AND STEEL TAPE, OR DEVICES WITH EQUIVALENT OR HIGHER DEGREES OF ACCURACY. 5. A FIELD CHECK OF THE CONTOURS WAS MADE AT 36 RANDOM LOCATIONS. 100 % OF THE FIELD ELEVATIONS TAKEN ARE WITHIN 1/2 OF THE CONTOUR INTERVAL WITH THE MAXIMUM DIFFERENCE MEASURED AT 0.16'. DATA SOURCES: 1. HORIZONTAL COORDINATES FOR THIS SURVEY (IN U.S. SURVEY FEET) ARE BASED ON THE CITY OF CLEARWATER VERTICAL AND HORIZONTAL CONTROL NETWORK, NORTH AMERICAN DATUM 1983/1999 ADJUSTMENT (NAD 83/99), FLORIDA STATE PLANE COORDINATES, FLORIDA WEST ZONE (902). CONTROL MONUMENTS UTILIZED ARE: (a) "D -11 ", A FOUND 3" BRASS DISK SET IN A CURB INLET STAMPED "CITY OF CLEARWATER ELEV D -11 ", (NORTHING = 1,316,518.06, EASTING = 412,673.51); AND (b) "E -11 ", A FOUND CONCRETE MONUMENT WITH 3" BRASS DISK STAMPED "CITY OF CLEARWATER ELEV E -11 ", (NORTHING = 1,319,049.60, EASTING = 412,578.02); BOTH AS PUBLISHED BY THE CITY OF CLEARWATER WEB SITE. (www.clearwater- fi.com) 2. THE BASIS OF BEARINGS FOR THIS SURVEY IS THE NORTH LINE OF THE SOUTHEAST 1/4 OF SECTION 13, TOWNSHIP 29 SOUTH, RANGE 15 EAST, PINELLAS COUNTY, FLORIDA, BEING S89 022'20 "E, AS SHOWN ON THE MAP OF SURVEY. 3. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF AN OWNERSHIP AND ENCUMBRANCE REPORT, ISSUED BY COMMONWEALTH LAND TITLE INSURANCE COMPANY, PREPARED BY JOHNSON, POPE, BOKOR, RUPPEL & BURNS, LLP, ORDER NUMBER 2797641, CUSTOMER REFERENCE 45497.116337, SEARCH DATES FROM 03/03/1979 THROUGH 03/03/2009 AT 8:OOAM. THE LEGAL DESCRIPTION AS SHOWN HEREON IS AS IT APPEARS IN SAID OWNERSHIP AND ENCUMBRANCE REPORT, 4. ELEVATIONS FOR THIS SURVEY ARE BASED UPON THE CITY OF CLEARWATER VERTICAL AND HORIZONTAL CONTROL NETWORK, NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88). CONTROL MONUMENTS UTILIZED ARE; (a) "D -12 ", A FOUND 3" BRASS DISK SET IN A CONCRETE SIDEWALK STAMPED "CITY OF CLEARWATER ELEV D -12 ", ELEVATION = 53.7376 FEET; AND (b) "E -12 ", A FOUND 3" BRASS DISK SET IN A CURB INLET STAMPED "CITY OF CLEARWATER ELEV E -12", ELEVATION = 72.2814 FEET: BOTH AS PUBLISHED BY THE CITY OF CLEARWATER WEB SITE. (www.clearwater- fi.com) 5. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF THAT CERTAIN RIGHT -OF -WAY AND TOPOGRAPHIC SURVEY PREPARED BY FLORIDA DESIGN CONSULTANTS, INC. TITLED "GULF TO BAY BOULEVARD - PHASE ONE PROJECT NUMBER 231 -03, LAST REVISED 3/29/1999. G. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF THAT CERTAIN RIGHT -OF -WAY AND TOPOGRAPHIC SURVEY PREPARED BY FLORIDA DESIGN CONSULTANTS, INC. TITLED "GULF TO BAY BOULEVARD - PHASE TWO ", PROJECT NUMBER 231 -03, DATED 4/7/1999, 7. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF THE RECORD DOCUMENTS AS REFERENCED HEREON. 8. CERTIFIED CORNER RECORDS WERE OBTAINED FROM THE FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION LAND BOUNDARY INFORMATION SYSTEM WEB SITE. (www.labins.org) 9. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF THAT CERTAIN STATE OF FLORIDA STATE ROAD DEPARTMENT RIGHT OF WAY MAP FOR STATE ROAD 60, SECTION NUMBER 15040 -2501, DATED 2- 23 -60, LAST REVISED 3- 20 -61. 10. THIS SURVEY WAS PREPARED WITH THE BENEFIT OF THE FOLLOWING PLATS: (a) EAST DRUID PARK, AS RECORDED IN PLAT BOOK 61, PAGE 67; AND (b) BAMBOO SUBDIVISION, AS RECORDED IN PLAT BOOK 28, PAGE 75; BOTH OF THE PUBLIC RECORDS OF PINELLAS COUNTY, FLORIDA, LIMITATIONS: 1. USE OF THIS SURVEY BY ANYONE OTHER THAN THOSE PREPARED FOR /CERTIFIED TO WILL BE THE RE -USERS SOLE RISK WITHOUT LIABILITY TO THE SURVEYOR. 2. THERE MAY BE ADDITIONAL EASEMENTS AND /OR RESTRICTIONS AFFECTING THIS PROPERTY THAT MAY OR MAY NOT BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 3. ORIGINAL FIELD WORK COMMENCED ON 3 -9 -2009 AND WAS COMPLETED ON 3 -31 -2009 AND IS CONTAINED IN FIELD BOOK 1497, PAGES 7 -33. 4. PRINTED DIMENSIONS SHOWN ON THE SURVEY SUPERSEDE SCALED DIMENSIONS. THERE MAY BE ITEMS DRAWN OUT OF SCALE TO GRAPHICALLY SHOW THEIR LOCATION. 5, CALCULATED (C) GEOMETRY SHOWN HEREON WAS CALCULATED USING FIELD LOCATED POINTS AND CERTAIN PUBLISHED DATA (SEE DATA SOURCES). 6. SHOWN ANYWHERE ON THIS SURVEY, THE WORD "CERTIFY" IS UNDERSTOOD TO BE AN EXPRESSION OF A PROFESSIONAL OPINION BASED UPON THE SURVEYOR'S BEST KNOWLEDGE, INFORMATION AND BELIEF, AND THAT IT THUS CONSTITUTES NEITHER A GUARANTEE NOR A WARRANTY. 7. SUBSURFACE FOUNDATIONS AND THEIR LOCATIONS HAVI~ NOT BEEN DETERMINED. 8. IRRIGATION EQUIPMENT AND /OR THEIR APPURTENANCES HAVE NOT BEEN LOCATED UNLESS OTHERWISE SHOWN ON MAP OF SURVEY. 9• THE LOCATIONS OF THE UNDERGROUND UTILITIES AND /OR THEIR APPURTENANCES WERE PERFORMED BY A FIELD SURVEY AND ONLY LOCATED AS SHOWN ON THE MAP OF SURVEY. ONLY THE UNDERGROUND UTILITIES AND /OR THEIR APPURTENANCES WHICH WERE VISIBLE FROM GROUND LEVEL TO THE SURVEYOR ON THE ACTUAL DAY OF THE FIELD SURVEY WERE LOCATED AND MAPPED. NO EXCAVATIONS OR SUBSURFACE WORK EFFORTS OF ANY KIND WERE PERFORMED BY THE SURVEYOR TO VERIFY THE EXISTENCE OF ANY UNDERGROUND UTILITIES AND /OR THEIR APPURTENANCES. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES AND /OR THEIR APPURTENANCES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. 10. HORIZONTAL DIMENSIONS FROM BOUNDARY LINES TO LOCATED ITEMS WHICH USE SYMBOLS (SEE SYMBOLS LEGEND) ARE MEASURED TO THEIR CENTER. 11. A SCALE FACTOR OF 1.000008038335 SHOULD BE CONSIDERED DURING GROUND EFFORTS. 12. ALL UTILITY PAINT STRIPES SHOWN ON THE MAP OF SURVEY WERE FIELD LOCATED ON THE ACTUAL DAY OF THE FIELD SURVEY. IT IS UNKNOWN TO THIS SURVEYOR WHAT ENTITY MARKED SAID UTILITY PAINT STRIPES, OR THE ACCURACY OF SAID UTILITY PAINT STRIPES. 13, NO MAPPING OF INTERIOR MISCELLANEOUS ITEMS (SUCH AS REMOVABLE MOBILE HOMES AND SHEDS, CONCRETE SLABS, ASPHALT DRIVES, ETC,..) WAS PERFORMED EXCEPT AS SHOWN ON THE MAP OF' SURVEY. THE VISIBLE IMPROVEMENTS WHICH ARE NEAR OR CROSSOVER THE SUBJECT PROPERTY BOUNDARY LINES OR LIES ADJACENT TO THE PROPERTY BOUNDARY LINES WERE MAPPED AND SHOWN ON THE MAP OF SURVEY. A TOPOGRAPHIC GRID TO OBTAIN EXISTING INTERIOR SITE CONTOURS WAS PERFORMED. (SEE APPARENT PHYSICAL USE) 14. THE PLATTED LOT LINES SHOWN ADJACENT TO THE SUBJECT PROPERTY WERE CALCULATED UTILIZING FIELD LOCATED POINTS TOGETHER WITH RECORD DOCUMENTS. THE EXACT ADJACENT PARCEL BOUNDARY LINES ARE SUBJECT TO AN ACCURATE FIELD LAND BOUNDARY SURVEY. 15. SPECIMEN TREES 4 INCHES AND LARGER DIAMETER AT CHEST HEIGHT WERE LOCATED. 16. NO INFORMATION ON ADJOINING PROPERTY OWNERS WAS SUPPLIED TO THE SURVEYOR. BOUNDARY INCONSISTENCIES: ANY ANGULAR AND /OR DIMENSIONAL DISCREPANCIES BETWEEN THE LEGAL DESCRIPTION(S) AND THE FIELD LOCATED OCCUPATION BOUNDARY CORNERS, AND BOUNDARY CORNERS WITH MULTIPLE BOUNDARY MONUMENTS ALONG WITH THEIR CORRESPONDING QUADRANT DIRECTIONAL MISSES, ARE SHOWN ON THE MAP OF SURVEY. APPARENT PHYSICAL USE: THE SUBJECT PROPERTY IS A CLOSED MOBILE HOME PARK FORMERLY KNOWN AS "LAKESIDE MOBILE HOME PARK" AND CONTAINS MOBILE HOMES, ASPHALT DRIVES AND MISCELLANEOUS CONCRETE SLABS THAT WERE BEING DEMOLISHED AT THE TIME OF THIS FIELD SURVEY,' ALL OF WHICH WERE NOT MAPPED OR SHOWN ON THE MAP OF SURVEY. (SEE LIMITATIONS 13) EASEMENTS/RIGHT—OF—WAYS: 1. NO ADDITIONAL INFORMATION REGARDING EASEMENTS OR RIGHTS -OF -WAYS HAS BEEN SUPPLIED TO THIS SURVEYOR EXCEPT THOSE SUPPLIED WITH THE OWNERSHIP AND ENCUMBRANCE REPORT REFERENCED IN DATA SOURCE 3. 2. THERE MAY BE ADDITIONAL EASEMENTS OR RESTRICTIONS AFFECTING THIS PROPERTY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 3. THE RIGHT -OF -WAY FOR BELCHER ROAD (COUNTY ROAD 27) ADJACENT TO THE SUBJECT PROPERTY IS ACCORDING TO OFFICIAL RECORDS BOOK 4564, PAGE 154 AND OFFICIAL RECORDS BOOK 381, PAGE 142, BOTH OF THE PUBLIC RECORDS OF PINELLAS COUNTY, FLORIDA. 4. THE RIGHT -OF -WAY FOR DRUID ROAD ADJACENT TO THE SUBJECT PROPERTY IS ACCORDING TO OFFICIAL RECORDS BOOK 4564, PAGE 154 OF THE PUBLIC RECORDS OF PINELLAS COUNTY, FLORIDA. 5. THE RIGHT -OF -WAY FOR GULF TO BAY BOULEVARD (STATE ROAD 60) ADJACENT TO THE SUBJECT PROPERTY IS PER COUNTY COMMISSIONERS MINUTE BOOK 5, PAGES 32 -40 ACCORDING TO THE RIGHT -OF -WAY MAP REFERENCED IN DATA SOURCES 9. THE FOLLOWING ARE LISTED AS "Other Related Documents" IN THE OWNERSHIP AND ENCUMBRANCE REPORT LISTED IN DATA - SOURCE 3. [THE NUMBER SHOWN AS ( #) CORRESPONDS WITH SAID OWNERSHIP AND ENCUMBRANCE REPORT] 6. (2) Easement for Ingress and Egress, as recorded February 6, 1970 in Official Records Book 3264, Page 406. (as to Parcel 1) [AS SHOWN ON THE MAP OF SURVEY] 7. (3) Easement in favor of Florida Power Corporation, recorded October 31, 1972 in Official Records Book 3911, Page 34. (as to Parcel 1) [THIS DOCUMENT DESCRIBES THE EASEMENT AS "the right, privilege and easement to construct, reconstruct, operate and maintain for such period of time as it may use the some or until[ the use thereof is abandoned by the grantor, a distribution system consisting of single pole lines for the transmission and distribution of electricity, including necessary communication and other wires, poles, guys, anchors, ground connection4, attachments, fixtures, equipment and accessories desirable in connection therewith ", THIS IS A NON- PLOTTABLE BLANKET TYPE EASEMENT THAT AFFECTS A PORTION OF THIS SUBJECT PROPERTY] 8. (4) Special Warranty Deed, dated October 3, 1960 in Official Records Book 1017, Page 132. (as to Parcel 2) [THIS EASEMENT NOW LIES WITHIN THE BELCHER ROAD RIGHT -OF -WAY AND DOES NOT AFFECT THIS SUBJECT PROPERTY] 9. (5) Easement in favor of Florida Power Corporation, recorded June 28, 1963 in Official Records Book 1709, Page 573. (as to Parcel 2) [AS SHOWN ON THE MAP OF SURVEY] 10. (6) Distribution Easement in favor of Florida Power Corporation, recorded October 8, 1979 in Official Records Book 4924, Page 227. (as to Parcel 2) [THIS DOCUMENT DESCRIBES THE EASEMENT AS "A ten (10) foot wide Easement Area defined as comprising that ten foot wide strip of land lying five feet on each side of the center line of Grantee's facilities as designed and installed ". THIS IS A NON- PLOTTABLE BLANKET TYPE EASEMENT THAT AFFECTS A PORTION OF THIS SUBJECT PROPERTY] 11. (7) Certificate of Merger, Lakeside Corp., inta Nickel Plate Properties, Inc., recorded May 28, 2004 in Official Records Book 13613, Page 451. (as to Parcel 2) [THIS IS NOT A SURVEY MATTER] PREPARED FOR: LAKESIDE ENTERPRISES, INC., LLC CERTIFIED TO: LAKESIDE ENTERPRISES, INC., LLC JOHNSON, POPE, BOKOR, RUPPEL & BURNS, LLP SURVEYOR AND MAPPER IN RESPONSIPLE CHARGE: ROBERT C. WRIGHT, JR PROFESSIONAL SURVEYOR AND MAPPER LICENSE NUMBER LS 4965 STATE OF FLORIDA SHEET DESCRIPTION: , NO. I DATE Section 13, Township 29 South, Range 15 East, City of Clearwater, County of Pinellas, State of Florida � � J AC = Acres FN = Found Nail A/C = Air Conditioner FND = Found ADW = Asphalt Driveway FN &D = Found Nail and Disk ADS = Advance Drainage Systems FFE = Finished Floor Elevation ASPH = Asphalt FN &TT = Found Nail and Tin Tab B/C = Back of Curb FOP = Found Open End Iron Pipe BCCM = Board of County Commissioners Minutes Book FPB = Florida Power Corporation Box BFPD = Back Flow Prevention Device FPC = Florida Power Corporation BLDG = Building FPP = Found Pinched Iron Pipe BNDY = Boundary FRRS = Found Railroad Spike BWF = Barb Wire Fence FT = Feet (C) = Calculated Data F/T = Fence Tie C/C = Covered Concrete FXC = Found X -cut CCCL = Coastal Construction Control Line G/A = Guy Wire Anchor CCR = Certified Corner Record GE = Grate Elevation CDW = Concrete Driveway GI = Grate Inlet Cl = Curb Inlet GV = Gas Valve q = Center Line IE = Invert Elevation CLF = Chain Link Fence INV = Invert CM = Concrete Monument LB = Corporate Certification Number CMP = Corrugated Metal Pipe LP = Light Pole CO = Clean out LS = Licensed Surveyor CONC = Concrete MAS = Masonry COR = Corner MES = Mitered End Section CPB = Condo Plat Book MH = Manhole C/S = Concrete Slab MHW = Mean High Water C/T = Curb Tie MOL = More or Less DB = Deed Book N = North DCVA = Double Check Valve Assembly N/C = No Cap DNR = Department of Natural Resources N/F = Not Found DEPT = Department NAD = North American Datum DIA = Diameter NAVD = North American Vertical Datum DIP = Ductile Iron Pipe NGS = National Geodetic Survey DMH = Drainage Manhole NGVD = National Geodetic Vertical Datum E = East NP = Normal Pool Elevation ECMP = Elliptical Corrugated Metal Pipe (NR) = Non Radial EL = Elevation O/A = Overall EOW = Edge of Water OHW = Overhead Wire E/P = Edge of Pavement ORB = Official Record Book ERCP = Elliptical Reinforced Concrete Pipe (PA) = Property Appraisers Map Data ESMT = Easement PB = Plat Book (F) = Field Data PC = Point of Curvature FCM = Found Concrete Monument PCED = Pinellas County Engineering Department FDOT = Florida Department of Transportation ` PCP = Permanent Control Point FH = Fire Hydrant PG(S) = Pages FIR = Found Iron Rod and Cap PI = Point of Intersection REVISIONS TREE LEGEN, I@= Australian Pine Tree 6N = Banana Tree = Bay Tree ac = Black 'Cherry ee = Bottle Brush Tree aP = Brazilian Pepper ss = Bush d = Cactus Q = Camphor Tree Q = Cedar Tree cr = Citrus Tree = Cherry Laurel Tree ce = China Berry Tree cr = Cypress Tree DE = Dead Tree Q = Ear Tree EG = Evergreen Tree Eo = Eucalyptus Tree HK = Hickory Tree Hr = Holly Tree Q = Jacaranda Tree LT = Loquat Tree @ = Magnolia Tree = Maple Tree r = Mimosa Tree EAU = Mullberry Tree 0 = Myrtle Tree on = Oak Tree pM = Palm Tree PI = Pine Tree vU = Punk Tree sc = Sweet Gum Tree sr = Sycamore Tree uN = Unknown Tree Type Q = Willow Tree SYMBOLS LEGEND + = Aerial Target (D = Metal Post CD = Bench Mark = Monitoring Well cPS = Cable TV Paint Stripe Q = Parking Meter cES = Cable TV Box Rw�Ps = Reclaimed Water Paint Stripe © = Communications Manhole FRW = Reclaimed Water Box Reclaimed 0 = Concrete Light Pole = Water Valve = Concrete Post = Sanitary Sewer Manhole = Concrete Utility Pole O = Sanitary Cleanout Q = Drainage Manhole sA?�ps= Sanitary Sewer Paint Stripe FE-Bl = Electric Box = Section Corner (E ) = Electric Manhole = Siamese Connection FPCPS = FPC Paint Stripe Sign = FPC Pedestal !$ = Sprinkler Control Box = Fire Hydrant = Sprinkler Head O = Flag Pole SM?s= Storm Water Paint Stripe �= Gas Line Marker ITS B = Traffic Signal Box =Gas Filler Cap rP = Traffic Signal Pole A = Gas Valve YS = Water Line Paint Stripe © = Gas Meter Box ® = Water Meter GLPS = Gas Line Paint Stripe A = Water Valve ® = Grate Inlet qb = Wood Utility Pole © = GTE Manhole * = Wood Light Pole = GTE Pedestal 13 = Wood Post F= GTE Marker 5 = Guy Wire �, �= * = Light Pole Paint of Elevation Fm-Bl = Mail Box 25.2' = Calculated Dimension from Structure to Boundary / Right -of -Way Line PID = Permanent Identification Number E = Property Line PLS = Professional Land Surveyor POB = Point of Beginning POC = Point of Commencement POL = Point on Line PRIM = Permanent Reference Monument PSM = Professional Surveyor and Mapper PT = Point of Tangency \ Point PVC = Polyvinyl Chloride Pipe (R) = Recorded Data RCP = Reinforced Concrete Pipe RLS = Registered Land Surveyor RNG = Range R/W = Right of Way S = South SCM = Set Concrete Monument, 4 "x4 ", PRIM LB 6707 SEC = Section SHW = Seasonal High Water Elevation SIR = Set 5/8 "Iron Rod and Cap, FDC LB 6707 SIR(W) = Set 5/8 "Iron Rod and Cap, FDC LB 6707 WITNESS PT SMH = Sanitary Manhole SN &D = Set Nail and Disk, FDC LB 6707 SN &D(W) = Set Nail and Disk, FDC LB 6707 WITNESS PT SQ = Square SR = State Road STY = Story S/W = Sidewalk TBM = Temporary Benchmark TOB = Top of Bank TRAV = Traverse (TYP) = Typical TWP = Township U/P = Utility Pole VCP = Vitrified Clay Pipe W = West W/ = With W/F = Wood Fence WM = Water Meter WUP = Wood Utility Pole W/T = Wall Tie WV = Water Valve xx = Degrees xx' = Minutes (Bearings) N > xx" = Seconds (Bearing) 5' x m ( CD cG /) xx' = Feet (Distances) — L = Legal Description Data P = Plat Book 61, Page 67 Data (P1) = Plat Book 28, Page 75 Data (P2) = Plat Book 39, Page 47 Data l 1 m 00 � f rn A CD c� Al M A U) CO 0 = Boundary Line = Center Line — — = Easement Line — = Edge of Water = Jurisdictional Line = Right -Of -Way Line - - - - - - = Section Line = Top Bank or Top of Berm ................ •••••••••- ••••••••• -••• = Toe of Slope or Grade Break THE MAP AND REPORT ARE NO ` LL`dARD &. SHEET INDEX, JOB NUMBER, EPN. SURVEY MAP AND REPORT.,' THE•C' f ERE 2009 -0007 329 VALID WITHOUT THE SIGH� R Gw 1. SURVEYOR'S REPORT & LEGENDS PROJECT DATA BASE, SEAL OF A FLORIDAa°LIbgN U VEYOR. ,N[ 2. SECTION GEOMETRY & KEY MAP 329 }.. FIELD BOOK NUMBER 6 PAGES, �. ROBERT PROFESSIONAL �y LICENSE N :STATE rn cv W, I o. O U) 1 Ld 0 U) 7 T 9 "7 "7" I I $ f PARCEL 2(L) I Izl x 11. CT $ "2" Section 13, Township 29 South, Range 15 East, City of Clearwater, County of Pinellas, State of Florida { 7') [n O w 7n I G1 � L 'm ti C l tE 5' - 9 �6I 19 ^0 .E 6 1°�ph� m CI 10 o 6k co In ry 1 x ok o O o' l O iz- P bob 2 O�AI x g � I SIR S /W -OXE B /C -5.1'E _ /^b I- S / to ° g l o 00 0 25 50 100 l a l x (nl 1" = 50' LLj PM 79' CT 14j 1 x PM 10" x CT OA 9" PM ©12" P 6" x 1' w1 x CD IPM 10" 7" lIl PM ll 5 "5 "3" UN l l I�l 1�6C7 4 "3 "2 "2 "2 "3"" 1�0 �t L - 3' `L x o,x n7 "4 "3 "3" x 1 111-'_ ten" ..14J 1D" } Q DRAINAGE S H TOP W HEADWA TOP E HEADWE 16" IE E =65.W 9 "x� PM Ex �ti' x PARC L 2(L} x1ry �tio 11" CH sT1� 1ti ASPH - ®(,) `S2 AREA AFFECTED Y ESMT Sa PER ORB 4924, P 227 PO O s &v2 WA EL =66.8' (3— —Q9 T 9 "7 "7" I I $ f PARCEL 2(L) I Izl x 11. CT $ "2" Section 13, Township 29 South, Range 15 East, City of Clearwater, County of Pinellas, State of Florida { 7') [n O w 7n I G1 � L 'm ti C l tE 5' - 9 �6I 19 ^0 .E 6 1°�ph� m CI 10 o 6k co In ry 1 x ok o O o' l O iz- P bob 2 O�AI x g � I SIR S /W -OXE B /C -5.1'E _ /^b I- S / to ° g l o 00 0 25 50 100 l a l x (nl 1" = 50' LLj PM 79' CT 14j 1 x PM 10" x CT OA 9" PM ©12" P 6" x 1' w1 x CD IPM 10" 7" lIl PM ll 5 "5 "3" UN l l I�l 1�6C7 4 "3 "2 "2 "2 "3"" 1�0 �t L - 3' `L x o,x n7 "4 "3 "3" x 1 111-'_ ten" ..14J x 1�> I t 10 I rNU S UTA A_ALL ' FIR 5/8" N/C — " — 0.08' S, 0.25' E FCM 4"x FCM 4 FCM 3 -1/2 "x SITE BENCHMARK 4" W /NAIL DIA W /NAIL 3 -1/2" W /NAIL TBM #6092 FOP 1/2" I I SN &D IN N SIDE W WUP #2109 2 -28048 I ( FI =75- R9'(NA\/n RR /QQ1 0 0 0 0 rn 1 1 I a 0 N r.arn MUHU rr I LI\ v JJ, rV IY •"'••• 7i""""' p) ! nL vim e�T vl SN &D IN N SIDE °o o SEC 13- 29S -15E WUP #2179 C234 "' "' FND NAIL a FOP 1/2" _ — — — — — — — — — — — — EL= 74.23'(NAVD 88/99) FOP 1" — — FIR 1/2" N/C FIR 1/2 N/C �i c to 0 0 U 5= KW� 0 THE MAP AND REPORT AF; E,,N( .'-F' l¢ AND,,,COMPLETE WITHOUT THE OTHER o SHEET DESCRIPTION: SHEET INDEX. JOB NUMBER, EPN. SURVEY MAP AND RF,F'°0 R THE. GQPI EREOF ARE NOT 2009 -0007 329 VALID WITHOUT TiiE 1GNATUgft ENE IGIb1AL RAISED 1. SURVEYOR'S REPORT &LEGENDS PROJECT DATA BASE, SEAL OF A FLDRI 41CF�tLD YORA MAPPER. BOUNDARYAND R 2. SEC1ON GEOMETRY & KEY MAP FIELD BOOK NUM PAGES, Q O TOPOGRAPHIC SU'RVEY 3 -4. MAP OF SURVEY 1497 /7-33 >' SHEET N LAST DATE — OF ORIGINAL FIELD WORK * .c ADDITIONS OR DELETIONS TO SURVEY MAPS 3 -31 -2009 b ` 7 :`C I �R� " •°' N0. DATE REVISIONS BY OR REPORTS BY OTHER THAN THE SIGNING SCALE. 1 — 5Q PROFELIC �t 'k/E C t A�! PER 0 QUALITY PARTY OR PARTIES IS PROHIBITED. " LICE STMBJ~ .L•5��«°' U CONTROL, OF } Q H �tio La 111 0 1ti ASPH - ®(,) y (� DRIVE 13 "PM rn y1 U /P -O.TE 4�� \� 1 g0 1`1 CI 10. nj I W /GRATE 1 116 X' LL PM LL. LC} l OD tea/ L6 m 10" .Q 0 CD M Cn Lr) 1 U7 I N d- PM t2" CD �l W m 0 ED DO tr} U m af Z O ' m O (0 13" 0 (if �y W fy W y1 �� try D_ /W-1.5'E(0 MS /P-0.8'E M PM t3" G /A -0.7'E l l � OD r x 1�> I t 10 I rNU S UTA A_ALL ' FIR 5/8" N/C — " — 0.08' S, 0.25' E FCM 4"x FCM 4 FCM 3 -1/2 "x SITE BENCHMARK 4" W /NAIL DIA W /NAIL 3 -1/2" W /NAIL TBM #6092 FOP 1/2" I I SN &D IN N SIDE W WUP #2109 2 -28048 I ( FI =75- R9'(NA\/n RR /QQ1 0 0 0 0 rn 1 1 I a 0 N r.arn MUHU rr I LI\ v JJ, rV IY •"'••• 7i""""' p) ! nL vim e�T vl SN &D IN N SIDE °o o SEC 13- 29S -15E WUP #2179 C234 "' "' FND NAIL a FOP 1/2" _ — — — — — — — — — — — — EL= 74.23'(NAVD 88/99) FOP 1" — — FIR 1/2" N/C FIR 1/2 N/C �i c to 0 0 U 5= KW� 0 THE MAP AND REPORT AF; E,,N( .'-F' l¢ AND,,,COMPLETE WITHOUT THE OTHER o SHEET DESCRIPTION: SHEET INDEX. JOB NUMBER, EPN. SURVEY MAP AND RF,F'°0 R THE. GQPI EREOF ARE NOT 2009 -0007 329 VALID WITHOUT TiiE 1GNATUgft ENE IGIb1AL RAISED 1. SURVEYOR'S REPORT &LEGENDS PROJECT DATA BASE, SEAL OF A FLDRI 41CF�tLD YORA MAPPER. BOUNDARYAND R 2. SEC1ON GEOMETRY & KEY MAP FIELD BOOK NUM PAGES, Q O TOPOGRAPHIC SU'RVEY 3 -4. MAP OF SURVEY 1497 /7-33 >' SHEET N LAST DATE — OF ORIGINAL FIELD WORK * .c ADDITIONS OR DELETIONS TO SURVEY MAPS 3 -31 -2009 b ` 7 :`C I �R� " •°' N0. DATE REVISIONS BY OR REPORTS BY OTHER THAN THE SIGNING SCALE. 1 — 5Q PROFELIC �t 'k/E C t A�! PER 0 QUALITY PARTY OR PARTIES IS PROHIBITED. " LICE STMBJ~ .L•5��«°' U CONTROL, OF E I E CL co 0 C-4 d. (n 0 0 O P_ 0 n 1_� 0) N ►i 1 1 oll IT Im JF Nu & H 0 mC41PIIOo Iff ilQsp PT Oo w DNT 0 0plp Re SOUT09 RAHC�lm n5 I Lam° B�L�1�E[ L�� C�0�7J�`���40 �L% oO�ffD� DATA SOURCES: I. HORIZONTAL COORDINATES FOR THIS SURVEY (IN U.S. SURVEY FEET) ARE BASED ON THE CITY OF CLEARWATER VERTICAL AND HORIZONTAL CONTROL NETWORK, NORTH AMERICAN DATUM 1983/1999 ADJUSTMENT (NAD 85/99), FLORIDA STATE PLANE COORDINATES,,-FLORIDA WEST ZONE (902). CONTROL MONUMENTS UTILIZED ARE: (G) "D-1111, A FOUND 3" BRASS DISK SET IN A CURB INLET STAMPED "CITY OF CLEARWATER ELEV D-11", (NORTHING = 1.316,518.QG, EASTING = 412,673.51); AND (b) "E-11". A FOUND CONCRETE MONUMENT WITH 3" BRASS DISK STAMPED "CITY OF CLEARWATER ELEV E-11", (NORTHING = 1,319,049.60, EASTING = 412,578.02); BOTH AS PUBLISHED BY THE CITY OF CLEARWATER WEB SITE, (www.clearwater-fl.com) 2. ELEVATIONS FOR THIS SURVEY ARE BASED UPON THE CITY OF CLEARWATER VERTICAL AND HORIZONTAL CONTROL NETWORK, NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88). CONTROL MONUMENTS UTILIZED ARE; (a) "D-12", A FOUND 5" BRASS DISK SET IN A CONCRETE SIDEWALK STAMPED "CITY OF CLEARWATER ELEV D-12", ELEVATION = 53.7376 FEET; AND (b) "E-12% A FOUND 5" BRASS DISK SET IN A CURB INLET STAMPED "CITY OF CLEARWATER ELEV E-12", ELEVATION = 72.2814 FEET; BOTH AS PUBLISHED BY THE CITY OF CLEARWATER WEB SITE. (www.clearwater-ii.com) I !al R A A M FLA. STATUTE 553.851 (1979) REQUIRES A MIN. OF 2 DAYS AND A MAX. OF 5 DAYS N077CE BEFORE YOU EXCAVATE. I SHEET TITLE PLAN SHEETS EXCLUDED FROM SWFWMD SUBMITTAL GENERAL NOTES 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE MORE STRINGENT TECHNICAL SPECIFICATIONS AS FOUND IN THE STANDARD SPECIFICATIONS OF THE CITY OF CLEARWATER OR THE CONTRACT DOCUMENTS AS PREPARED BY FLORIDA DESIGN CONSULTANTS, INC. SPECIFICALLY FOR THIS PROJECT. 2. THE JURISDICTIONAL AGENCY FOR THIS PROJECT IS THE CITY OF CLEARWATER. 3. THE LOCATION OF EXISTING UTILITIES ARE APPROXIMATE AS SHOWN ON THE PLANS AND IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT LOCATION OF THE UTILITIES PRIOR TO CONSTRUCTION IN THEIR VICINITY. 4. THE CONTRACTOR SHALL USE APPROPRIATE MEASURES TO PREVENT EROSION AND TRANSPORT OF SEDIMENT MATERIAL TO INLETS, SURFACE DRAINS, LAKES AND WETLAND AREAS. 5. THE CONTRACTOR SHALL USE STRAW BALES, SILT BARRIERS OR OTHER APPROPRIATE MEASURES TO MITIGATE ADVERSE IMPACTS TO EXISTING SURFACE WATER QUALITY. 6. THE CONTRACTOR IS TO CONTROL ALL FUGITIVE DUST ORIGINATING ON THE PROJECT BY WATERING OR OTHER METHODS AS REQUIRED. 7. NO DEBRIS SHALL BE ALLOWED TO ENTER THE EXISTING SANITARY AND STORM SYSTEMS. 8. BACKFLOW PREVENTION DEVICES MUST BE INSTALLED BY THE CITY. 9. SOLID WASTE COLLECTION BY THE CITY OF CLEARWATER. 10. SITE LANDSCAPING WILL BE IN ACCORDANCE WITH SECTION 3-1202 OF THE CITY OF CLEARWATER COMMUNITY DEVELOPMENT CODE. 11. THE SITE IS LOCATED WITHIN FLOOD ZONE "X" (OUTSIDE THE 100 YR. FLOOD), DATED SEPT. 3, 2003 PER FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 12103CO128G. 12. SITE LIGHTING SHALL BE PROVIDED IN COMPLIANCE WITH CITY OF CLEARWATER CODE REQUIREMENTS. 13. TREE REMOVAL PERMIT APPLICATION TO BE SUBMITTED AT TIME OF CONSTRUCTION PLAN SUBMITTAL. 14. ALL UTILITIES FOR THIS DEVELOPMENT ARE TO BE BURIED. E .2 E CL :t 0 O 0 Q) 0 -0 V 0 E V) 0 U L5 D V) C 0 .21 V) V 0 Lt- 1) 1 0 0 O 0 0 1 1 Nv PLAN SHEETS EXCLUDED FROM SWFWMD SUBMITTAL GENERAL NOTES 1. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE MORE STRINGENT TECHNICAL SPECIFICATIONS AS FOUND IN THE STANDARD SPECIFICATIONS OF THE CITY OF CLEARWATER OR THE CONTRACT DOCUMENTS AS PREPARED BY FLORIDA DESIGN CONSULTANTS, INC. SPECIFICALLY FOR THIS PROJECT. 2. THE JURISDICTIONAL AGENCY FOR THIS PROJECT IS THE CITY OF CLEARWATER. 3. THE LOCATION OF EXISTING UTILITIES ARE APPROXIMATE AS SHOWN ON THE PLANS AND IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT LOCATION OF THE UTILITIES PRIOR TO CONSTRUCTION IN THEIR VICINITY. 4. THE CONTRACTOR SHALL USE APPROPRIATE MEASURES TO PREVENT EROSION AND TRANSPORT OF SEDIMENT MATERIAL TO INLETS, SURFACE DRAINS, LAKES AND WETLAND AREAS. 5. THE CONTRACTOR SHALL USE STRAW BALES, SILT BARRIERS OR OTHER APPROPRIATE MEASURES TO MITIGATE ADVERSE IMPACTS TO EXISTING SURFACE WATER QUALITY. 6. THE CONTRACTOR IS TO CONTROL ALL FUGITIVE DUST ORIGINATING ON THE PROJECT BY WATERING OR OTHER METHODS AS REQUIRED. 7. NO DEBRIS SHALL BE ALLOWED TO ENTER THE EXISTING SANITARY AND STORM SYSTEMS. 8. BACKFLOW PREVENTION DEVICES MUST BE INSTALLED BY THE CITY. 9. SOLID WASTE COLLECTION BY THE CITY OF CLEARWATER. 10. SITE LANDSCAPING WILL BE IN ACCORDANCE WITH SECTION 3-1202 OF THE CITY OF CLEARWATER COMMUNITY DEVELOPMENT CODE. 11. THE SITE IS LOCATED WITHIN FLOOD ZONE "X" (OUTSIDE THE 100 YR. FLOOD), DATED SEPT. 3, 2003 PER FLOOD INSURANCE RATE MAP COMMUNITY PANEL NO. 12103CO128G. 12. SITE LIGHTING SHALL BE PROVIDED IN COMPLIANCE WITH CITY OF CLEARWATER CODE REQUIREMENTS. 13. TREE REMOVAL PERMIT APPLICATION TO BE SUBMITTED AT TIME OF CONSTRUCTION PLAN SUBMITTAL. 14. ALL UTILITIES FOR THIS DEVELOPMENT ARE TO BE BURIED. E .2 E CL :t 0 O 0 Q) 0 -0 V 0 E V) 0 U L5 D V) C 0 .21 V) V 0 Lt- 1) 1 0 0 O 0 0 1 1 � e / E � � � � � � � + _ � � / � � � bJ :D 'uu u _ | � � ~' ~ | ' 0m . 240' - 20 SITE � ��� | TYPICAL - � � ~~ =Type ICurb = Light Pole Location = Wheel Stop = Parking Stall Count LIGHT POLE AT PARKING SPACE DETAIL NOT TO SCAI F LAKESIDE ENTERPRISES, LLC 21E35 GULF TO BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE: (727) 644-7886 EXISTING BUS STOP[ | O\ | 8�| LEGAL DESCRIPTION: A parcel of land being o portion of the Northeast 1/4 of the Southeast 1/4 of Section 13� Township 29 South, Range 15 Emot, Pinellas County, Florida, being more particularly described as follows: COMMENCE at the Northeast corner of the Northeast 1/4 of the Southeast 1/4 of Section 15' Township 29 South, Range 15 East, Pinellas Count}( Florida; thence SOOlJQ`OO"E, along the East line of said Northeast of the Southeast 1/4 of Section 13 /being the basis of bearings for this legal description), for 667.81 feet to the point of intersection with on Easterly extension of the West Right-of-Way line of BELCHER ROAD' according to Official Records Book 4564[ Page 155 of the Public Records of Pinellas County, Florida; thence leaving said East line of the Northeast 1/4 of the Southeast 1/4 of Section 13, NO8�7`51"M( along said Easterly extension of the ' YYoot Right-of-Way line of BELCHER ROAD' and said West Right-of-Way line of BELCHER ROAD, respectively, for 50.01 feet to the POINT OF BEGINNING; thence the following two courses along said West Right-of-Way line of BELCHER ROAD; /1\ thence NOO*09'08"W, along o line 50.00 feet West of and parallel with said East line of the Northeast 1/4 of the Southeast 1/4 of Section 13' for 577.05 feet; <2) thence leaving said line 50.00 feet YVnnt of and parallel with the East line of the Northeast of the Southeast 1/4 of Section 13' N48'38"28^M( for 62.35 feet to the point of intersection with the South Right-of-Way line of STATE ROAD 60' 000nnjing to Florida Department of Transportation Right-of-Way Mop 15040-2501' doted February 23, 1980; thence leaving said West Right-of-Way line of BELCHER ROAD, N89.22`20"NL along said South Right-of-Way of STATE ROAD OO` some being o line 50.00 feet South of and poro|\e| with the North line of said Northeast 1/4 of the Southeast 1/4 of Section 13, for 770.94 feet to the point of intersection with the East line of that certain property as described in Deed Book 1016, Page 379 of the Public Records of Pinellas County, Florida; thence leaving said South Right-of-Way line of STATE ROAD OO, S0D*40`58"W, along said East line of that certain property as described in Deed Book 1016' Pono 329` for 615.65 feet to the Southeast corner of said certain property as described in Deed Book 1010, Pogo 329; thence S89`18'02"E. for 310.62 feet to the point of intersection with o non-tangent curve, concave Northerly, thence Easterly along the arc of said curve' from radial bearing of S32^15.51^W, having o radius of 65.50 feet' o central angle of 63107'45^' on arc length of 72.17 feet, and o chord bearing S89^18'02"E for 58.57 feet to the point of intersection with o non-tangent line; thence 389*18'07"E. for 447.45 fnof to the POINT OF BEGINNING. Containing 506.892 square feet or 11.637 acres, more or less. EXISTING REQUIRED PROPOSED < DESIGNED THE SIGNATURE OF THE QUALITY 0 -` ZONING DISTRICT CONTROL OFFICER IN THIS SPACE - RAH - USE FORMER MOBILE - INDICATES THAT ALL REQUIRED DRAWN 0 PERMITS HAVE BEEN OBTAINED 51) RAH AND THAT CONSTRUCTION IS (*) = BASED ON PARKING STUDY AUTHORIZED TO COMMENCE. CHECKED UNITS IN THIS AREA) 8 � DUMPSTERLOCATl0N 10, LOT AREA EM 0.230 AC (�N) 11.637 AC 506.892 3F CD 505.892 3F * EM 100' ±820' � bJ :D 'uu u _ | � � ~' ~ | ' 0m . 240' - 20 SITE � ��� | TYPICAL - � � ~~ =Type ICurb = Light Pole Location = Wheel Stop = Parking Stall Count LIGHT POLE AT PARKING SPACE DETAIL NOT TO SCAI F LAKESIDE ENTERPRISES, LLC 21E35 GULF TO BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE: (727) 644-7886 EXISTING BUS STOP[ | O\ | 8�| LEGAL DESCRIPTION: A parcel of land being o portion of the Northeast 1/4 of the Southeast 1/4 of Section 13� Township 29 South, Range 15 Emot, Pinellas County, Florida, being more particularly described as follows: COMMENCE at the Northeast corner of the Northeast 1/4 of the Southeast 1/4 of Section 15' Township 29 South, Range 15 East, Pinellas Count}( Florida; thence SOOlJQ`OO"E, along the East line of said Northeast of the Southeast 1/4 of Section 13 /being the basis of bearings for this legal description), for 667.81 feet to the point of intersection with on Easterly extension of the West Right-of-Way line of BELCHER ROAD' according to Official Records Book 4564[ Page 155 of the Public Records of Pinellas County, Florida; thence leaving said East line of the Northeast 1/4 of the Southeast 1/4 of Section 13, NO8�7`51"M( along said Easterly extension of the ' YYoot Right-of-Way line of BELCHER ROAD' and said West Right-of-Way line of BELCHER ROAD, respectively, for 50.01 feet to the POINT OF BEGINNING; thence the following two courses along said West Right-of-Way line of BELCHER ROAD; /1\ thence NOO*09'08"W, along o line 50.00 feet West of and parallel with said East line of the Northeast 1/4 of the Southeast 1/4 of Section 13' for 577.05 feet; <2) thence leaving said line 50.00 feet YVnnt of and parallel with the East line of the Northeast of the Southeast 1/4 of Section 13' N48'38"28^M( for 62.35 feet to the point of intersection with the South Right-of-Way line of STATE ROAD 60' 000nnjing to Florida Department of Transportation Right-of-Way Mop 15040-2501' doted February 23, 1980; thence leaving said West Right-of-Way line of BELCHER ROAD, N89.22`20"NL along said South Right-of-Way of STATE ROAD OO` some being o line 50.00 feet South of and poro|\e| with the North line of said Northeast 1/4 of the Southeast 1/4 of Section 13, for 770.94 feet to the point of intersection with the East line of that certain property as described in Deed Book 1016, Page 379 of the Public Records of Pinellas County, Florida; thence leaving said South Right-of-Way line of STATE ROAD OO, S0D*40`58"W, along said East line of that certain property as described in Deed Book 1016' Pono 329` for 615.65 feet to the Southeast corner of said certain property as described in Deed Book 1010, Pogo 329; thence S89`18'02"E. for 310.62 feet to the point of intersection with o non-tangent curve, concave Northerly, thence Easterly along the arc of said curve' from radial bearing of S32^15.51^W, having o radius of 65.50 feet' o central angle of 63107'45^' on arc length of 72.17 feet, and o chord bearing S89^18'02"E for 58.57 feet to the point of intersection with o non-tangent line; thence 389*18'07"E. for 447.45 fnof to the POINT OF BEGINNING. Containing 506.892 square feet or 11.637 acres, more or less. E F0DRAR�R�0 O 04O �1t4 U IMPERMEABLE SURFACE AREA I176 1%) 85% (MAX) D. 8%) ,- .~~ ~ ~ .~..` � SETBACKS (BUILDINGS) FRONT (NORTH) 25` FRONT (EAST) 25' | 50E (SOUTH) 10' SIDE (WEST) 10' . . " , .uw SE/ux:xS yo/:ER u/:ucmxEx) | rrPomr /mnnrWN n=' FRONT (EAST) EXISTING REQUIRED PROPOSED -LAND USE PLAN RLM - RDR -` ZONING DISTRICT WHP - C - USE FORMER MOBILE - COMMERCIAL PARKING HOME PARK TOTAL N/A HANDICAP (INCLUDED IN TOTAL NUMBER) (102 MOBILE HOME (*) = BASED ON PARKING STUDY PARKING LOT INTERIOR LANDSCAPING UNITS IN THIS AREA) 8 � DUMPSTERLOCATl0N 10, LOT AREA 11.537 4C 0.230 AC (�N) 11.637 AC 506.892 3F 10.000 3F (MIN) 505.892 3F LOT WIDTH ±820' 100' ±820' BUILDING AREA (TOTAL) 2.051 AC - 1.805 AC 89.341 5F - 82.998 SF (RESTAURANT 12.787 3F) (RETAIL 70.212 SF) .2 � �� E F0DRAR�R�0 O 04O �1t4 U IMPERMEABLE SURFACE AREA I176 1%) 85% (MAX) D. 8%) ,- .~~ ~ ~ .~..` � SETBACKS (BUILDINGS) FRONT (NORTH) 25` FRONT (EAST) 25' | 50E (SOUTH) 10' SIDE (WEST) 10' . . " , .uw SE/ux:xS yo/:ER u/:ucmxEx) | rrPomr /mnnrWN n=' FRONT (EAST) 25' SIDE (SOUTH) 10, SIDE (WEST) 10' HEIGHT - PAVED VEHICULAR USE AREAS (YUA) 1.125 AC 48,997 3F PARKING LOT INTERIOR LANDSCAPING N/4 (SF AND % OF PAVED VEHICULAR USE AREA) N/A PARKING �c TOTAL N/A HANDICAP (INCLUDED IN TOTAL NUMBER) N/A (*) = BASED ON PARKING STUDY PARKING LOT INTERIOR LANDSCAPING REPRESENTED BY SHADED AREAS 8 � DUMPSTERLOCATl0N 10, NOTE: ALL SIDEWALKS ARE A MINIMUM OF 5' IN WIDTH. ^5 2 25 � - � 10, 1 1' � � 1(/ 1 10' � � 25' 93, � 25 51' �c 10, 79' 10, 10, K� 25 25' h ^5 2 25 � � 10, 1 1' � � 1(/ 1 10' � 25' (MAX) 3 32.5' B B0 �c 6.197 AC 269.958 SF - 10% (MIN) 0.834 AC (15.1%) OF YUA 40.675 3F � � � U5 � � � JOB NO. 2009-07 0 EPN APP'D ]L��j 13 0 0 BY !-Lj @ . 217 19' 8' 6' HIGH WROUGHT IRON DECORATIVE FENCE I r � S89"tT51 "E i T 18'(TYP) �12.8'(TYP) 24.0' g 0 12 (SEE SHEET 8 FOR 76.67 18' 76.67 I �5 HANDICAP PARKING DETAILS) 55' 76.67' 18' 76.67' GARAGES, TYPICAL / - =- o / 6' HIGH PVC FENCE BETWEEN ALL GARAGES IIIING 4 ON WEST SIDE 6 O d E 0 0 s DESIGNED THE SIGNATURE OF THE QUALITY ' CONTROL OFFICER IN THIS SPACE r r RAH INDICATES THAT ALL REQUIRED DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION IS r �l r CHECKED AUTHORIZED TO COMMENCE. r EM Q.G. 109' v "1 ' JU QU 11 CL 20 _ 1 C r \ ( +3 UNIT } \ TJ4T --------------- ��- ---------------------------- l� \ i `,✓ U I (� 12 24.0' 12' ! 5' ( ' IL 97 0' �' 9' 24.0" 18'(TYP) H12' (SEE SHEET 8 FOR DUMPSTER LOCATION, TYPICAL HANDICAP" PARKING DETAILS} 6 9.0'(TYP) 100.4' �� 14 ;O 6 0 r t © hJi 6 EXIT ONLY /RIGHT 19 N / OUT ONLY � TRIANGLE, . -- / TYPICAL 25.0' 24' 16' 24 �— -20' SITE TRIANGLE, so� TYPICAL 25.0' /- -20' SITE TRIANGLE, N89i2'46 "W — 1301.10' 20 TYPICAL '•�! E.B. No. 7421 14.00' 25.0' IN I NI bi o C oa IE c a� w C P Jz } I I Cn �I P v O I a o Q V) C CL I= i► a 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O SITE DATA TABLE ,s a LEGAL DESCRIPTION: [g 1' `� PUZ l EXISTING REQUIRED PROPOSED I ��`I r ;I EXISTING REQUIRED PROPOSED LAND USE PLAN RLM — RM SETBACKS (BUILDINGS) G) line of the Northeast 1/4 of the Southeast 1/4 of Section 13, N89 °12'46 "W, along the South line of said Northeast 1/4 of the Southeast 1/4 of Section 13, for 1,336.89 feet to the Southwest corner of said Northeast P PROPOSED DUMPSTER ENCLOSURE 1/4 of the Southeast 1/4 of Section 13; thence N00 °23'47 "W, along the West line of said Northeast 1/4 W WITH RECYCLING BIN of the Southeast 1/4 of Section 13, for 50.01 feet to the POINT OF BEGINNING; thence continue N00 °23'47 "W, FRONT (SOUTH) 0' 25' 97' ZONING DISTRICT MHP — MDR FRONT (EAST) 0' 25' 270' STRAIGHT CURB (6" IN HEIGHT) 1/4 of Section 13, some being the South line of said BAMBOO SUBDIVISION, and the South line of that certain property as described in Deed Book 1016, Page 329 of the Public Records of Pinellas County, Florida, SIDE (NORTH) 0' 10' 27' USE FORMER MOBILE — MULTI — FAMILY SIDE (WEST) 0' 10' 10' (TO GARAGE WHEEL STOP HOME PARK DWELLINGS Q P BELCHER ROAD, for 14.00 feet; thence SOO'09'08 "E, continuing along said West Right —of —Way line of BELCHER PARKING STALL COUNT 109' (TO BUILDIN (193 MOBILE HOME NOTE: ALL SIDEWALKS ARE A MINIMUM OF 5' IN WIDTH. DRUID ROAD, according to said Official Records Book 4564, Page 155 of the Public Records of Pinellas County, SETBACKS (OTHER STRUCTURES) Florida; thence leaving said West Right —of —Way line of BELCHER ROAD, N89 °12'46 "W, along said North Right —of —Way line of DRUID ROAD, same being a line 50.00 feet North of and parallel with said South line of UNITS IN THIS AREA) FRONT (SOUTH) 0' 25' 25' ON SHEET 4 11.4' MATCH LINE —SEE SHEET 1A 2 FRONT (EAST) 0' 25' 25' El , S SIDE (NORTH) 0' 10' 10' LOT AREA 18.435 AC 0.344 AC (MIN) 18.435 AC SIDE (WEST) 0' 10' 28' 803,028 SF 15,000 SF (MIN) 803,028 SF LOT WIDTH ±1300' 150' (MIN) ±1300' HEIGHT 0' 30' -50' (MAX) 41' PAVED VEHICULAR USE AREAS (VUA) 3.804 AC — 4.098 ac IMPERMEABLE SURFACE AREA 9.309 AC (50.495 %) 75% (MAX) 8.628 AC (46.803 %) 165,694 SF 178,509 SF (SF AND % OF TOTAL) 405,485 SF 375,838 SF PARKING LOT INTERIOR LANDSCAPING N/A 10% (MIN) 11.652% (SF AND % OF PAVED VEHICULAR USE AREA) N/A OF VUA 20,799 SF DENSITY — 15 UNITS /AC 13.181 UNITS /AC PARKING NUMBER OF UNITS — — 243 UNITS *SEE NOTE 'A" TOTAL N/A 2 /UNIT 490 GARAGE SPACES N/A N/A 48 POND — — 3.492 AC HANDICAP (INCLUDE IN TOTAL NUMBER) N/A 9 9 152,125 SF _.—I 490 NOTE "A" TOTAL SPACES INCLUDES 48 GARAGE SPACES 24 UNITS IN BUILDINGS 1, 3, 4, 5, 6, 8, AND 9 = 168 UNITS AND 9 HC SPACES 36 UNITS IN BUILDINGS 2 AND 7 = 72 UNITS 3 UNITS IN CLUBHOUSE = 3 UNITS o Li o z U_ TOTAL = 243 UNITS z w w t- U_ Z W zQ p iU_ o Z p zo p Z = Q z = 6' HIGH PVC FENCE f�! I -15.5 S89'17'33 "E - 463.05' 10.7' 217 19' 8' 6' HIGH WROUGHT IRON DECORATIVE FENCE I r � S89"tT51 "E i T 18'(TYP) �12.8'(TYP) 24.0' g 0 12 (SEE SHEET 8 FOR 76.67 18' 76.67 I �5 HANDICAP PARKING DETAILS) 55' 76.67' 18' 76.67' GARAGES, TYPICAL / - =- o / 6' HIGH PVC FENCE BETWEEN ALL GARAGES IIIING 4 ON WEST SIDE 6 O d E 0 0 s DESIGNED THE SIGNATURE OF THE QUALITY ' CONTROL OFFICER IN THIS SPACE r r RAH INDICATES THAT ALL REQUIRED DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION IS r �l r CHECKED AUTHORIZED TO COMMENCE. r EM Q.G. 109' v "1 ' JU QU 11 CL 20 _ 1 C r \ ( +3 UNIT } \ TJ4T --------------- ��- ---------------------------- l� \ i `,✓ U I (� 12 24.0' 12' ! 5' ( ' IL 97 0' �' 9' 24.0" 18'(TYP) H12' (SEE SHEET 8 FOR DUMPSTER LOCATION, TYPICAL HANDICAP" PARKING DETAILS} 6 9.0'(TYP) 100.4' �� 14 ;O 6 0 r t © hJi 6 EXIT ONLY /RIGHT 19 N / OUT ONLY � TRIANGLE, . -- / TYPICAL 25.0' 24' 16' 24 �— -20' SITE TRIANGLE, so� TYPICAL 25.0' /- -20' SITE TRIANGLE, N89i2'46 "W — 1301.10' 20 TYPICAL '•�! E.B. No. 7421 14.00' 25.0' IN I NI bi o C oa IE c a� w C P Jz } I I Cn �I P v O I a o Q V) C CL I= i► a 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O a ,s a LEGAL DESCRIPTION: [g 1' `� PUZ l A parcel of land being a portion of the Northeast 1/4 of the Southeast 1/4 of Section 13, Township 29 South, - - 9 y� 9 particularly I I ��`I r ;I COMMENCE at the Northeast corner of the Northeast 1/4 of the Southeast 1/4 of Section 13, Township 29 REPRESENTED BY SHADED AREAS South, Range 15 East, Pinellas County, Florida; thence S00 °09'08 "E, along the East line of said Northeast 1/4 of the Southeast 1/4 of Section 13 (being the basis of bearings for this legal description), for 1,335.85 feet D DECORATIVE PAVING to the Southeast corner of said Northeast 1/4 of the Southeast 1/4 of Section 13; thence leaving said East G) line of the Northeast 1/4 of the Southeast 1/4 of Section 13, N89 °12'46 "W, along the South line of said Northeast 1/4 of the Southeast 1/4 of Section 13, for 1,336.89 feet to the Southwest corner of said Northeast P PROPOSED DUMPSTER ENCLOSURE 1/4 of the Southeast 1/4 of Section 13; thence N00 °23'47 "W, along the West line of said Northeast 1/4 W WITH RECYCLING BIN of the Southeast 1/4 of Section 13, for 50.01 feet to the POINT OF BEGINNING; thence continue N00 °23'47 "W, along said West line of the Northeast 1/4 of the Southeast 1/4 of Section 13, same being the East line of EAST o o LIGHT POLE LOCATION DRUID PARK, as recorded in Plat Book 61, Page 67 of the Public Records of Pinellas County, Florida, for 616.10 feet to the Northwest corner of the South 1/2 of said Northeast 1/4 of the Southeast 1/4 of Section 13, same being the Southwest corner of BAMBOO SUBDIVISION, as recorded in Plat Book 28, Page 75 of the Public Records of Pinellas County, Florida; thence leaving said West line of the Northeast 1/4 of the Southeast 1/4 of Section 13, S89 ®1 7'33 "E, along the North line of said South 1/2 of the Northeast 1/4 of the Southeast S STRAIGHT CURB (6" IN HEIGHT) 1/4 of Section 13, some being the South line of said BAMBOO SUBDIVISION, and the South line of that certain property as described in Deed Book 1016, Page 329 of the Public Records of Pinellas County, Florida, respectively, for 463.05 feet to the Southeast corner of said certain property as described in Deed Book 1016, Page 329; thence leaving said North line of the South 1/2 of the Northeast 1/4 of the Southeast 1/4 of Section 13, S89 °18'02 "E, for 310.62 feet to the point of intersection with a non— tangent curve, concave 6 6' HIGH PVC FENCE Northerly; thence Easterly along the arc of said curve, from a radial bearing of S32 °15'51 "W, having a radius of 65.50 feet, a central angle of 63 °07'45 ", an arc length of 72.17 feet, and a chord bearing S89 °18'02 "E for 68.57 W feet to the point of intersection with a non — tangent line; thence S89 °18'02 "E, for 447.45 feet to the point of WHEEL STOP intersection with the West Right —of —Way line of BELCHER ROAD, according to Official Records Book 4564, Page 155 of the Public Records of Pinellas County, Florida; thence S89 °17'51 "E, along said West Right —of —Way line of Q Q P BELCHER ROAD, for 14.00 feet; thence SOO'09'08 "E, continuing along said West Right —of —Way line of BELCHER PARKING STALL COUNT ROAD, same being a line 36.00 feet West of and parallel with said East line of the Northeast 1/4 of the N Southeast 1/4 of Section 13, for 617.98 feet to the point of intersection with the North Right —of —Way line ofY. NOTE: ALL SIDEWALKS ARE A MINIMUM OF 5' IN WIDTH. DRUID ROAD, according to said Official Records Book 4564, Page 155 of the Public Records of Pinellas County, Florida; thence leaving said West Right —of —Way line of BELCHER ROAD, N89 °12'46 "W, along said North Right —of —Way line of DRUID ROAD, same being a line 50.00 feet North of and parallel with said South line of the Northeast 1/4 of the Southeast 1/4 of Section 13, for 1,301.10 feet to the POINT OF BEGINNING. 0 25 50 100 6' WIDE MULTI USE Containing 803,028 square feet or 18.435 acres, more or less. TRAIL, SEE DETAIL ON SHEET 4 11.4' MATCH LINE —SEE SHEET 1A 2 20' SITE TRIANGLE- S89i 8'02 "E - 310.62' , El , S 19' 8' 6' HIGH WROUGHT IRON DECORATIVE FENCE I r � S89"tT51 "E i T 18'(TYP) �12.8'(TYP) 24.0' g 0 12 (SEE SHEET 8 FOR 76.67 18' 76.67 I �5 HANDICAP PARKING DETAILS) 55' 76.67' 18' 76.67' GARAGES, TYPICAL / - =- o / 6' HIGH PVC FENCE BETWEEN ALL GARAGES IIIING 4 ON WEST SIDE 6 O d E 0 0 s DESIGNED THE SIGNATURE OF THE QUALITY ' CONTROL OFFICER IN THIS SPACE r r RAH INDICATES THAT ALL REQUIRED DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION IS r �l r CHECKED AUTHORIZED TO COMMENCE. r EM Q.G. 109' v "1 ' JU QU 11 CL 20 _ 1 C r \ ( +3 UNIT } \ TJ4T --------------- ��- ---------------------------- l� \ i `,✓ U I (� 12 24.0' 12' ! 5' ( ' IL 97 0' �' 9' 24.0" 18'(TYP) H12' (SEE SHEET 8 FOR DUMPSTER LOCATION, TYPICAL HANDICAP" PARKING DETAILS} 6 9.0'(TYP) 100.4' �� 14 ;O 6 0 r t © hJi 6 EXIT ONLY /RIGHT 19 N / OUT ONLY � TRIANGLE, . -- / TYPICAL 25.0' 24' 16' 24 �— -20' SITE TRIANGLE, so� TYPICAL 25.0' /- -20' SITE TRIANGLE, N89i2'46 "W — 1301.10' 20 TYPICAL '•�! E.B. No. 7421 14.00' 25.0' IN I NI bi o C oa IE c a� w C P Jz } I I Cn �I P v O I a o Q V) C CL I= i► a 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O 109' v "1 ' JU QU 11 CL 20 _ 1 C r \ ( +3 UNIT } \ TJ4T --------------- ��- ---------------------------- l� \ i `,✓ U I (� 12 24.0' 12' ! 5' ( ' IL 97 0' �' 9' 24.0" 18'(TYP) H12' (SEE SHEET 8 FOR DUMPSTER LOCATION, TYPICAL HANDICAP" PARKING DETAILS} 6 9.0'(TYP) 100.4' �� 14 ;O 6 0 r t © hJi 6 EXIT ONLY /RIGHT 19 N / OUT ONLY � TRIANGLE, . -- / TYPICAL 25.0' 24' 16' 24 �— -20' SITE TRIANGLE, so� TYPICAL 25.0' /- -20' SITE TRIANGLE, N89i2'46 "W — 1301.10' 20 TYPICAL '•�! E.B. No. 7421 14.00' 25.0' IN I NI bi o C oa IE c a� w C P Jz } I I Cn �I P v O I a o Q V) C CL I= i► a 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O JU QU 11 CL 20 _ 1 C r \ ( +3 UNIT } \ TJ4T --------------- ��- ---------------------------- l� \ i `,✓ U I (� 12 24.0' 12' ! 5' ( ' IL 97 0' �' 9' 24.0" 18'(TYP) H12' (SEE SHEET 8 FOR DUMPSTER LOCATION, TYPICAL HANDICAP" PARKING DETAILS} 6 9.0'(TYP) 100.4' �� 14 ;O 6 0 r t © hJi 6 EXIT ONLY /RIGHT 19 N / OUT ONLY � TRIANGLE, . -- / TYPICAL 25.0' 24' 16' 24 �— -20' SITE TRIANGLE, so� TYPICAL 25.0' /- -20' SITE TRIANGLE, N89i2'46 "W — 1301.10' 20 TYPICAL '•�! E.B. No. 7421 14.00' 25.0' IN I NI bi o C oa IE c a� w C P Jz } I I Cn �I P v O I a o Q V) C CL I= i► a 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. N0. I DATE REVISIONS I E N Y -0 O E C f '4 14 I E : l I co Q U O � U I o U3 c I � I ° r U Cn .. a •. � r o 0 JOB NO. o 2009 -07 0 EPN I 329 0 F.B. 8 PG. SHT. cV DATE, 0' APP'D 12-8 -09 OF BY O 0 s I E a m Ci O 0 N t`i C O 7 I m FA Z 0 F- 0 z U 0 Z cD En O x 2009-07 N EPN Lt) G Q d DESIGNED THE SIGNATURE OF THE QUALITY QCONTROL F.B. & PG. OFFICER IN THIS SPACE O N RAH SHT. rn INDICATES THAT ALL REQUIRED J_- DRAWN PERMITS HAVE BEEN OBTAINED ° RAH DATE' AND THAT CONSTRUCTION IS �a CHECKED APP'(? AUTHORIZED TO COMMENCE. rL �A EM gy OF N Q.C. d r7 Y E LAKESIDE ENTERPRISES, 2165 GULF TO BAY BLVD. CLEARWATER, FLORIDA 33765 PHONE. 1 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. 1 11 -5 -09 REVISE PER SWFWMD COMMENTS NO. DATE REVISIONS c 0 E a� c 0 -a 0 N u 0 0_ w 0 v as rn 0 m 0 I= T 0 to fZ Q7 V C O U C CS V) Cry L V C ys O cD JOB NO. O 2009-07 0 EPN 329 0 F.B. & PG. O N SHT. J_- UT DATE' APP'(? 12 -8 -09 gy OF d a -E I E 2 0 0 N v 3 vi 0 rn ra ery c v y DESIGNED THE SIGNATURE OF THE QUALITY o CONTROL OFFICER IN THIS SPACE A RAH 9 INDICATES THAT ALL REQUIRED C v DRAWN PERMITS HAVE BEEN OBTAINED oRAH AND THAT CONSTRUCTION IS CHECKED AUTHORIZED TO COMMENCE. o° Q i E cq Q.C. EM x 6. BACKFILL MATERIAL WILL BE SOLIDLY TAMPED AROUND THE PIPES IN 6" LAYERS UP TO A LEVEL OF AT LEAST ONE FOOT ABOVE THE TOP OF THE PIPE. IN AREAS TO BE PAVED, BACK -FILL WILL BE COMPACTED TO A MINIMUM OF 9897% OF THE MAXIMUM DENSITY AS DETERMINED IN THE FIELD BY THE METHODS PRE - SCRIBED IN AASHTO T -180 IN 12" LAYERS TO THE PROPOSED PAVEMENT. 7. SANITARY SEWER SERVICE WILL BE SUPPLIED BY THE CITY OF CLEARWATER THE EXTERIOR AND INTERIOR OF ALL PRECAST MANHOLES SHALL BE COATED WITH AT LEAST 15 MILS DRY THICKNESS OF PROCO EP- 214 -351 EPDXI- MASTIC AS MANUFACTURED BY PROTECTIVE COATINGS INC. 8. SANITARY SEWER SYSTEM IS "PRIVATE" AND NOT OWNED /MAINTAINED BY THE CITY OF CLEARWATER. 9. 8" BOTTOM SLAB OF "DOGHOUSE MANHOLE" TO BE EITHER PRECAST OR POURED IN PLACE UNDER EXISTING SEWER LINE PRIOR TO INSTALLATION OF THE MANHOLE. 10. GREASE TRAPS TO BE PROVIDED WHERE APPLICABLE IN ACCORDANCE WITH CITY OF CLEARWATER AND FDEP REQUIREMENTS. 1. ALL MATERIALS AND CONSTRUCTION FOR THE FIRE PROTECTION SYSTEM AND THE DOMESTIC WATER DISTRIBUTION SYSTEM SHALL BE IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS AND CITY OF CLEARWATER SPECIFICATIONS. PER CITY OF CLEARWATER CONTRACT SPECIFICATIONS AND STANDARDS, PART "B" TECHNICAL SPECIFICATIONS, SECTION IV, ARTICLE 41.03(B)(1) 2. THE DEPTH OF COVER OVER THE WATERMAIN SHALL BE A MINIMUM OF 30" AND A MAXIMUM OF 42" BELOW FINISH GRADE. 3. ALL POLYVINYL CHLORIDE PIPE SHALL BE LAID WITH AN INSULATED 12 GAUGE A.W.G. SOLID STRAND COPPER WIRE WOUND AROUND THE PIPE FORMING ONE COMPLETE SPIRAL PER JOINT OF PIPE. THIS WIRE IS TO BE CONTINUOUS WITH SPLICES MADE ONLY BY METHODS APPROVED BY THE ENGINEER. THIS WIRE IS TO BE SECURED TO ALL VALVES, TEES, AND ELBOWS. SEE ARTICLE 41.02(8)(2) PART "B" TECHNICAL SPECIFICATIONS, CITY OF CLEARWATER CONTRACT SPECIFICATIONS AND STANDARDS. 4. MINIMUM SEPARATION BETWEEN WATER AND SANITARY SEWER AND STORM SEWER LINES TO BE 10' HORIZONTAL AND 18" VERTICAL. 5. POTABLE WATER SERVICE WILL BE SUPPLIED BY THE CITY OF CLEARWATER. 6. SAMPLE TAPS SHALL BE PROVIDED AT 500 FT. INTERVALS ALONG MAINS AND AT ALL TEMPORARY BLOW OFF LOCATIONS. 7. LENGTHS ARE t FROM CENTER OF FITTING TO CENTER OF FITTING. 8. DUCTILE IRON PIPE FROM THE TAP TO THE BACKFLOW PREVENTION DEVICE, AND ONE JOINT BEYOND THE DEVICE, SHALL BE DUCTILE IRON PIPE CLASS 50 AND "RATED WATER WORKING PRESSURE" 350 PSI. 9. THE CITY OF CLEARWATER, AT THE APPLICANT'S EXPENSE, WILL RELOCATE ANY /ALL WATER METERS THAT HAVE TO BE RELOCATED AS PART OF THIS DEVELOPMENT. 10. ALL WATER /FIRE LINE EXTENSIONS TO CONFORM TO CITY STANDARDS. 11. THE CITY OF CLEARWATER WILL PROVIDE WATER TAP, SET THE METER AND A B.F.P.D. (BACK FLOW PREVENTOR DEVICE) IF APPLICABLE. APPLICANT IS RESPONSIBLE FOR ALL ASSOCIATED FEES. 12. THE CITY OF CLEARWATER, AT THE APPLICANT'S EXPENSE, WILL REMOVE /RELOCATE ANY /ALL WATER METERS THAT HAVE TO BE RELOCATED AS PART OF THIS DEVELOPMENT, INCLUDING RECLAIM WATER METERS. (NO METERS SHALL BE LOCATED WITHIN ANY IMPERVIOUS AREAS). 13. WATER IMPACT FEE SCHEDULE CAN BE FOUND IN THE CITY OF CLEARWATER, CODE OF ORDINANCES, APPENDIX A, XXV (1) (A). 14. FIRE HYDRANT ASSEMBLY SHALL BE A MINIMUM OF 2' FROM WALKWAYS. 15. INSTALL A GATE VALVE ON BOTH SIDES OF PROPOSED BACKFLOW* DEVICE(S). 16. ALL FIRE HYDRANT ASSEMBLES INSTALLED GREATER THAN 1OFT. FROM A WATERMAIN SHALL BE CONSTRUCTED WITH DUCTILE IRON PIPE AND SHALL HAVE A GATE VALVE AT THE TEE ON THE BRANCH LINE, AND AT THE FIRE HYDRANT ASSEMBLY (F.H.A.) 17. BLANKET EASEMENTS TO BE PROVIDED FOR ALL WATER MAINS UP TO AND INCLUDING FIRE HYDRANTS AND METERS. (5 FEET ON EITHER SIDE OF WATER LINES). s ,ki � PVC PIPE (SDR35) POLYVINYL CHLORIDE SEWER PIPE SHALL CONFORM TO ASTM D -3034 SDR35 D -1784 (PVC COMPOUND), LATEST REVISION, OR AS OTHERWISE SPECIFIED. ALL PVC SEWER PIPE SHALL BE CONSPICUOUSLY LABELED WITH THE MANUFACTURER'S NAME, NOMINAL PIPE SIZE, APPLICABLE MATERIAL CODE OR PVC CELL CLASSIFICATION, STANDARD DIMENSION RATIO NUMBER, PRODUCT TYPE, STANDARD SPECIFICATION DESIGNATION, PRODUCTIONS RECORD CODE AND NSF CERTIFICATION SEAL AND WILL BE COLOR CODED GREEN, PIPE WILL BE A MAXIMUM 12.5 FT LAYING LENGTH. APPROVED PRODUCTS: J -M /BLUE BRUTE, H &W, E.T.I. CERTAINTEED (W /INTEGRAL BELL), AQUA -TITE, NORTHSTAR, CANTEX, VULCAN, DAVIS- DAVTITE. 2. PVC PIPE (LESS THAN 4 ") WATER DISTRIBUTION PVC PIPE LESS THAN 4" SHALL BE MADE FROM CLEAN, NEW NSF APPROVED TYPE 1, GRADE 1, PVC CONFORMING TO ASTM SPECIFICATIONS D1784 AND D2241 OR LATEST REVISIONS THEREOF, AND BE SUITABLE FOR USE AT MAXIMUM HYDROSTATIC WORKING PRESSURES OF 200 PSI AT 23 DEGREES C (73.4 DEGREES F). PIPE SHALL BE FURNISHED IN STANDARD 20' LENGTHS WITH JOINTS BEING OF THE PUSH -ON INTEGRAL BELL TYPE SUPPLIED WITH GASKETS INSTALLED. PIPE SHALL BE MARKED WITH THE NSF MARK INDICATING ITS APPROVAL FOR POTABLE WATER. ALL PIPE SHALL BE CLEAN AND ENDS SHALL BE TARPED DURING SHIPMENT. APPROVED PRODUCTS: J -M, CERTAINTEED WITH INTEGRAL BELL, HEP, H &W. 3. PVC PIPE (4" AND ABOVE) WATER DISTRIBUTION PVC PIPE (C900): PVC PIPE (4" AND LARGER) SHALL IN ACCORDANCE WITH AWWA C900, WITH PUSH -ON INTEGRAL BELL JOINTS AND SUPPLIED IN STANDARD 20' LENGTHS. NO SOLVENT- CEMENT PIPE OR FITTINGS WILL BE ACCEPTED. ALL 4" PIPE SHALL BE PRESSURE CLASS 150 WITH A DR OF 18. PVC PIPE 6" AND ABOVE SHALL BE PRESSURE CLASS 150 WITH A DR OF 18. PIPE SHALL BE MARKED AS DETAILED IN AWWA C900 AND BE FURNISHED WITH AN AFFIDAVIT THAT IT COMPLIES WITH THE REQUIREMENTS OF AWWA 0900, ALL PIPES INSIDE FIRE PROTECTION LOOP WITHIN BUILDING PERIMETERS SHALL BE PRESSURE CLASS 200 WITH A DR OF 14. ALL PIPE FURNISHED UNDER THIS SPECIFICATION WILL BE COLOR CODED BLUE. ALL PIPE SHALL BE CLEANED AND ENDS SHALL BE TARPED DURING SHIPMENT. APPROVED PRODUCTS: J -M /BLUE BRUTE, H &W, E.T.I. CERTAINTEED (W /INTEGRAL BELL), AQUATITE, NORTHSTAR CAN -TEX, VULCAN, DAVIS DAVTITE. 4. DUCTILE IRON PUSH -ON PIPE, CLASS 50 (6 " -12 "), CLASS 51 (4 ") DUCTILE IRON PUSH -ON PIPE SHALL BE THICKNESS OF THE APPROPRIATE CLASS AND SHALL CONFORM TO AWWA 0151 -76 AND AWWA C111 -79, OR LATEST REVISION THEREOF. PIPE SHALL BE FURNISHED IN NORMAL 18' LAYING LENGTHS WITH ALL JOINT MATERIAL INCLUDING GASKETS AND LUBRICANTS. PIPE SHALL BE LINED WITH A STANDARD THICKNESS CEMENT LINING AND SHALL CONFORM TO AWWA C104 -80. APPROVED PRODUCTS: CLOW, AMERICAN CAST IRON- FASTITE, US PIPE & FOUNDRY, McWANE- TYTON, GRIFFIN. PREPARED FOR, i 1. WHERE UNDERGROUND WATER MAINS AND HYDRANTS ARE REQUIRED, THEY SHALL BE INSTALLED, COAPLETE .:ND IN SERVICE PRIOR TO BUILDING CONSTRUCTION, PER NFPA 2. CONTRACTOR TO EXPOSE THE EXISTING SANITARY SEWER LATERAL AND CALL FLORIDA DESIGN CONSULTAN TO VERIFY THE EXISTING ELEVATION, AND POINT OF • • •- TO CONSTRUCTION OF SEWER SERVICE. I 3. LOCATION OF EXISTING SANITARY LATERALS, EXISTING RECLAIMED WATER MAIN, EXISTING POTABLE WATER MAIN AND EXISTING GAS MAIN PER CITY OF CLEARWATER UTILITY ATLAS. CONTRACTOR TO VERIFY PRIOR TO CONSTRUCTION. 4. FOR LOCATION OF GAS SERVICE, PLEASE CONTACT CLEARWATER GAS. CROSSING 1. SANITARY SEWERS UNDER i TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 12 INCHES BETWEEN THE BOTTOM OF THE UPPER PIPE AND THE OUTSIDE BELL/TOP OF THE LOWER PIPE WHENEVER POSSIBLE. SANITARY SEWERS CROSSING OVER WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF OUTSIDE BELL/BOTTOM OF AND THE TOP OF TV -. LID lL . . .. .:• ..... 9. A MINIMUM COVER OF 30" (2.5') SHALL BE MAINTAINED BETWEEN THE TOP OF ALL WATER MAINS AND THE PROPOSED GROUND (TYPICAL). 1. REVIEW AND APPROVAL BY AUTHORITY HAVING JURISDICTION NOT RELIEVE THE APPLICANT OF HYDRANT RESPONSIBILITY OF COMPLIANCE WITH THE FLORIDA FIRE PREVENTION CODE, 2007 EDITION. 2. FDC's WILL BE DESIGNED WITH METAL OF CLEARWATER • LOCKING •- i FROM THE DIVISION OF FIRE PREVENTION SERVICES. I • . . • •- is i; .r : •- nolle •- LAKESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. CLEARWATER, • Dr PHONE, (727) 644-78865 SHEET DESCRIPTION, i a 1. ALL NECESSARY EFFORT SHALL BE TAKEN DURING CONSTRUCTION TO CONTROL AND PREVENT EROSION AND TRANSPORT OF SEDIMENT MATERIAL TO INLETS, SURFACE DRAINS, WETLANDS AND DETENTION AREAS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RESTORATION EFFORTS THAT MAY BE REQUIRED. 2. PROVIDE ALL DISTURBED AREAS WITHIN THE LIMITS OF THE WORK WITH TEMPORARY SOIL EROSION CONTROL AND SEDIMENT CONTROL, UTILIZING EARTH DAMS & PONDS, GRADE TO DRAIN SWALES, SETTLING BASINS, SILT FENCES, STONE FILTERS, HAY BALE FILTERS, ETC., TREATING ALL SOIL SURFACES WITH SEEDED TOPSOIL AND /OR MULCH AFTER GRADING. 3. ALL SOIL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSTALLED PRIOR TO ANY MAJOR SOIL DISTURBANCE OR IN THEIR PROPER SEQUENCE, AND MAINTAINED UNTIL PERMANENT PROTECTION IS ESTABLISHED. 4. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION, AIR AND WATER POLLUTION WILL BE MINIMIZED. STATE AND LOCAL LAWS SHALL BE COMPLIED WITH AT ALL TIMES. 5. MINIMIZE THE AMOUNT OF BARE SOIL EXPOSED AT ONE TIME AND INSTALL SOIL EROSION CONTROL FENCES AS SHOWN AND IN SUCH A MANNER AS TO CAPTURE AND FILTER SURFACE WATER DURING CONSTRUCTION. 6. PERMANENT VEGETATION SHALL BE BY SODDING ALL EXPOSED AREAS WITHIN THREE DAYS AFTER FINAL GRADING. 7. AT THE TIME WHEN THE SITE PREPARATION FOR PERMANENT VEGETATIVE STABILIZATION IS GOING TO BE ACCOMPLISHED, ANY SOIL WHICH WILL NOT PROVIDE A SUITABLE ENVIRONMENT TO SUPPORT ADEQUATE VEGETATIVE GROUND COVER SHALL BE REMOVED OR TREATED IN SUCH A WAY AS TO PERMANENTLY ADJUST THE SOIL CONDITIONS AND RENDER IT SUITABLE FOR VEGETATIVE GROUND COVER. 8. ALL NEW EROSION AND SILT CONTROL METHODS AND LOCATIONS INDICATED ON THIS DRAWING ARE FOR STARTUP AND GENERAL REFERENCE AND SHALL BE ADJUSTED, AS REQUIRED, TO SUIT THE PROCESS OF THE CONSTRUCTION. 9. ALL DISTURBED AREAS WITHIN THE LIMITS OF CONSTRUCTION SHALL RECEIVE VEGETATIVE TREATMENT AFTER FINAL GRADING IN ACCORDANCE WITH THESE PLANS. ALL DISTURBED AREAS SHALL BE SODDED. 10. THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS SHALL BE COORDINATED WITH THE CONSTRUCTION OF THE PERMANENT EROSION CONTROL FEATURES TO THE EXTENT NECESSARY TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF EROSION AND WATER POLLUTION THROUGHOUT THE CONSTRUCTION PHASE. 11. THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE GOVERNED BY THE NATURE OF THE CONSTRUCTION OPERATION AND SOIL TYPE THAT WILL BE EXPOSED. SILTY AND CLAYEY MATERIAL USUALLY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT TURBID WATER DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SCREENS OR HAY BALES TO PREVENT EROSION. FLOATING TURBIDITY CURTAINS SHOULD BE USED IN OPEN WATER SITUATIONS. DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID STORM WATER RUNOFF FROM BEING DISCHARGED OR SWALES MAY BE REQUIRED TO PREVENT TURBID STORM WATER RUNOFF FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER BODIES. IT MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIER, DITCHES, AND OTHER EROSION /TURBIDITY CONTROL MEASURES IF CONDITIONS WARRANT. 12. WHERE PUMPS ARE TO BE USED TO REMOVE TURBID WATERS FROM THE CONSTRUCTION AREA, THE WATER SHALL BE TREATED TO REDUCE TURBIDITY TO STATE WATER QUALITY STANDARDS PRIOR TO DISCHARGE. TREATMENT METHODS INCLUDE, FOR EXAMPLE, TURBID WATER BEING PUMPED INTO GRASSED SWALES OR APPROPRIATE VEGETATED AREAS (OTHER THAN UPLAND PRESERVATION AREAS AND WETLAND BUFFERS), SEDIMENT BASINS, OR CONFINED BY AN APPROPRIATE ENCLOSURE SUCH AS TURBIDITY BARRIERS, AND KEPT CONFINED UNTIL ITS TURBIDITY LEVEL MEETS STATE WATER QUALITY STANDARDS. 13. THE CONTRACTOR SHALL PROVIDE ROUTINE MAINTENANCE OF PERMANENT AND TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE, ACCEPTED BY PASCO COUNTY, AND ALL BARED SOIL STABILIZED. SILTATION ACCUMULATIONS GREATER THAN THE LESSER OF 12 INCHES OR ONE -HALF THE DEPTH OF THE SILTATION CONTROL BARRIER SHALL BE IMMEDIATELY REMOVED AND PLACED IN UPLAND AREAS. 14. WATER REMAINING IN THE EXCAVATIONS AFTER CONSTRUCTION MUST BE KEPT CONFINED WITHIN THE EXCAVATIONS PRIOR TO DISCHARGE (IF APPLICATION), UNTIL THE TURBIDITY LEVEL OF THE POND WATER MEETS STATE WATER QUALITY STANDARDS, 15. NO CLAY MATERIAL SHALL BE LEFT EXPOSED IN THE EXCAVATIONS, IF CLAY OR SANDY CLAYS ARE LEFT EXPOSED AT THE PERMITTED DEPTH, THE CONTRACTOR SHALL EXCAVATE BELOW THE SWALES AND /OR POND'S BOTTOM AND SIDE SLOPES BY A MINIMUM OF 12 INCHES AND BACKFILL WITH CLEAN SANDS. 16. THE CONTRACTOR SHALL PROVIDE SILTATION REDUCTION DEVICES FOR THE DISCHARGE FROM THE DEWATERING PROCESS SO THAT DIRECT DISCHARGE DOES NOT OCCUR. 17. THE CONTRACTOR SHALL CHECK ALL EROSION AND SILTATION CONTROL DEVICES AFTER EACH RAINFALL, PREPARE AND FILE REPORTS AS NECESSARY TO MEET STATE AND FEDERAL CRITERIA, AND REPAIR OR REPLACE THEM AS REQUIRED AT CONTRACTOR'S EXPENSE. 18. SILT FENCE, WHERE SHOWN ON THE PLANS, SHALL CONFORM TO FDOT INDEX 102, TYPE III. 19. THE REQUIREMENTS LISTED ABOVE SHALL BE CONSIDERED MINIMUM REQUIREMENTS AND THE CONTRACTOR SHALL USE WHATEVER METHODS HE DEEMS NECESSARY TO PREVENT EROSION AND SILTATION AS MAY BE REQUIRED FOR THE PROJECT. lll ;� ;WTcaWlfsll THE PROJECT WILL UTILIZE WET DETENTION SYSTEMS FOR THE STORAGE AND TREATMENT OF STORMWATER RUNOFF PRIOR TO DISCHARGE TO RECEIVING WATERS. EROSION AND SEDIMENTATION BARRIERS WILL BE USED TO CONTROL DISCHARGE OF SEDIMENTS AND TO ENSURE THAT WATER QUALITY STANDARDS ARE NOT VIOLATED DURING CONSTRUCTION ACTIVITIES. IN ORDER TO PREVENT OFF -SITE DISCHARGE OF SEDIMENTS DURING THE FILLING OF THE EXISTING LAKE, A DE- WATERING PLAN WILL BE PREPARED BY THE CONTRACTOR. IN GENERAL, A DE- WATERING PLAN WILL INVOLVE EXCAVATION OF THE PROPOSED POND PRIOR TO BEGINNING FILL ACTIVITIES. WATER FROM THE EXISTING POND WILL THEN BE PUMPED TO A SETTLING BASIN, THEN DIRECTED TO THE PROPOSED POND. ONCE THE EXISTING POND HAS BEEN SUFFICIENTLY DE- WATERED, THE STOCK -PILED FILL MATERIAL CAN BE PLACED IN THE EXISTING LAKE. LAKESIDE AT CLEARWATER SITE PLAN 1 1 -12 -2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS JOB NO. 2009 -07 EPN 329 F.B. & PG. SHT. c 0 E a> Q 0 0 CD s .3 0 U O a 0 `0 v V) Q) 0 c v E V) 0 v U c 0 U -0 0 G 0 0 U G c v C 0 0 c v1 V) CD 0 .0 LL 0 O CV rn 0 0 I ` LEGEND .. = Proposed Storm Structure �� Pip NOTE: e -� = Overland Flow Direction �� ` SWIMMING POOL OVERFLOW SHALL z NOT DRAIN INTO SANITARY SEWER bJ < COLLECTION = Concentrated Ron Direction CI`~_ = Proposed Yard Inlet w/ ADS Pipe '] -�^------ = Hord Surface Drainage Row Direction �� = Exiating Trwe tn b� Rampwmd /,--~~ 8' ASPHALT MULTI-USE TRAIL �J ` 0 F��7 = Propoaed Stunn Stru�tuna Numb*r / �� \ = Tree to Remain with Extent OO '�-� \ / Ael FOOT ' Proposed Silt Fence -- < ~~ Proposed Spot Elevation [O w/� �T��� �~ DuthzU Rip Rap �~ X =' = Existing Spot Elevation Y 1" ASPHALT ON 3" LIMEROCK BASE zli 4% = Proposed Wheel Stops Ile YARD INLET YARD INLET Straight Curb GE-76.00 GE-76.40 E=72.50 _AA IE=71.00 Pr osed Dumpster Enclosure MUL11-USE 'MAIL DETAIL KI = w9N Recycling Bin j AA I U ASPU'OAD W/6- CON-C CURR AA�' Handicap accessible sidewalk romp Ill 0 25 150 100 N, TYPE D INLET ?1A Typ GE-76.00 TYPE E INLET YARD INLET N GE-78.00 057' BLOCK 1701:1 GE-76.30 7 AC WATER LINE (TOP RCP 0 0.37X \ � DRUID �� |V � ' 173 1773 71 LJ IN X 10 270 LF OF 2V' RCP 0 0.78X 14 199 LF io TYPE C INLET Rt VC EXISTING OAK TREE TIC; W (SEE NOTE LA1 ON S SHEET) 24" FES d Fn 41 IE-64.45 0 1101 NO ACCE 6' WIDE MULTI USE 1 1. X =1 TRAIL. SEE DETAII Z'6 WY GATE YAM INU THIS SHEET- ------- MY; I IN GE=7&50 YARD GE TYPE C INLET MUL11 USE r7771 _77 IE=71.90 (W 12 LF OF 15* LU ADS 0 1.33X POND 10 CP LET MrD I N I L OSO d r`-a 41 9 CaA X DHW 25YR/24HR ELEV. 71.53 YARD I Ell 15' FES NWL ELEV. 67.45 OOL ' 2' mm INC omR 8' ^ / COO Cowc S/m ` oF | / . * OR FISHINGA in-7 rONC VIAL! SEE SHEET 9 FOR POND 48" FES FS 10 LITTORAL ZONE own 103 LF OF le ADS PIPE 0 02r, YARD IN J71- ia —TYPE C INLET 15* ADS 4V PIPE C PLXNtkG ZONE B CRASS �� = 4_11 I CONC CURB CONIC CURS lz� W Zi`l ell, SO IPSP z, ACC SI GATE —ACCESS GATE Ila i �W PLANTING ZONE A GE P 1011P Up ICE, Qt 226 LF OF 18* RCP 0 0.27X � 256 LF OF 36' RCP 0 O.23X I ? ACCESS GATE 219 LF OF 18" RCP 0 0.59X o r 31 CURB �1 TYPE C INLET Z,4 ; NO AC 'Ess P31 jr X% OUT ONLY o_ 0 rLF 10, 71 GNAL wM INM WV ERI VAULT 0 AM � � Q XA 0 c � 0.5, CcNC r-11 ROAD E Vf qc� TYPE D INLET m=7&80 0,"CONC CURB- zz IVRIVE � � � v � c) m � � NOTE LA1: � � � 0 2% � AT THE DRIP LINE OF THE EXISTING LARGE OAKS TO BE PRESERVED. SEE THE TREE PRESERVATION PLAN ON SHEETS TP1 AND TP2. > NOTE. SEE ARCHITECTURAL PLANS FOR ADD111ONAL 1-1/2' TYPE S-1 ASPHALTIC CONCRETE SURFACE COURSE INFORMA11ON REGARDING ACCESS GATES. SECont0j"N 6- SOIL CEMENT (300 PSI) DESIGNED THE SIGNATURE OF THE QUALITY JOB NO. Q PREPARED FOR, CONTROL OFFICER IN THIS SPACE SHEET DESCRIPTION, 9 RAH INDICATES THAT ALL REOUIRED U_ r_ DRAWN EPN o PERMITS HAVE BEEN OBTAINED FLORIDA DESIGN CONSUL TANTS, INC. LAKESIDE ENTERPRISES, LLC L Alr< E S I D E AT CLEARWATER 329 0 AND THAT CONSTRUCTION IS 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. F.B. a PG. 0 RAH_ AUTHORIZED TO COMMENCE. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 2165 GULF TO BAY BLVD. #2 SHT. 4 CHECKED SITE PLAN o 3030 Starkey Blvd, New Port Richey FL 34655 CLEARWATER, FLORIDA 33765 11-5-09 ADDED SWWMD SURFACE WATER LINE. ADDED NO SVAMMING, BOATING, OR FISHING SIGN. 0) ADDED LITTORAL ZONE PLLANTING AREAS AND REVISED DHW ELEVATION. LN O.C. PAVIINIG, GRADIII'VIG, AND DRAINAGE PLANS DATE, 13 0 � � � � / u 12-8-09 � � A. A"';I- - I*,)' V �P G-T WATER 0,5� CONP CUR y If . , 15 NO ACCESS PI MM EL =71.'94 Xb. PIS NO ACCESS �33 44 Ix C/S g I &L77-i A wug ASP A 0 ADIVY �VA Wv ASPF fl, -_%�__ I ;N TRAFFIC SIGNAL S _>� , 0 4"' e VAUL- T-- AIE AIE SOUND U.NES) RIM EL=72.1 CO- comt, �6j CI W/GRATE C . . ..... 5,� NO ACCEE -EE:;u 'LF TO BAY BLVD. I R v QQ SS -/F' RITIA EL=77.17' L CC�4C M I., AN' THROAT El.-7t22' I NO ACCESS CS 7777 _b -lw-, I­ I TO 13E REMO�Agl) 0 ON 1, lie (CONC.'DA_,V­E1­__­__ I'M (ClAk--D EL=7; TO BE REMQVED) - ------- WQ 15' 4 S7RI or. IN DRIVE ­­ I— I , I _6 11 4� �J, �p *4 NO ACCESS `*�N CONC MEDIAN NO ACCESS I j A CONC CONC. DRI --- ---- �15 fE el VI/ ATE Rani n--=71.79 A15 ACCESS Al_ 4J (FAST BOUND P� -1--­3 \, 0 §:/P FL=71.79- -A -A -REMOVED)------ ES) A _LANI 1�nl W 1HROAT EL=71.74 S ; WP ry PLANTER- 'j- 000. CUsi A 4TE ....... p 111 IV APE fiU F W® WAV j b 25.M, ASP 4WYr2l ASPIA Nil A C1 KM ro. P ON D L)YJ 7 [SD � 1P, Ap, •4�'@ J.'r Cc w� 5-50 0 X T14ROAT C) AF 5' _0 1� SiGNN 4P U7 IE 7 .0 TRAFFIC 40 A .,0 CP X CI W/GRATE X X X 5; ft E E/P El_-711.73' ` 1y 7 -;-72__LF OF IS' THROATEL-7Z43' 314 T14ROAT EL=71.37" A\ i T RCP 0 0.28X NO ACCES X ro, NO ACCESS TYPE C INLET G -75.50 E IE-71.60 0 25 50 100 71 L! >I a F IE= # X_ 471 TYPE C INLET 7 !�L_69 LF OF 18" R ,- -, . 1 ® IV 1_­ _7,J1­1 , F,�, 181co, RCP 0 0.30X bt GE-75.50 '10� X 7V IE-72.00 CS 0 11� let 'L 4'K V X , k `�, a, L. 14 Ix �x C4 g ce x ®e cal A X F2­7��- '0 INLET FF ELEV=77.30 .ga4gl 3,-, __1 cp 411 TYPE NLET- TYPE' 4 v, SWFWMD SURFACE E 0, A �Gt-!1&50'�,, GE-75.66 ti� "I WATER LINE (TOP ­IE-71.80 6�42A %r x E11-7t.80 �j TYPE D INLET "' OF BANK) GE-75.50 -3 :7 F! .g... TYPE 0 INLET ....... 0 GE=7&50 IE 70:60 E E C INLET- 2 IE-69.25 E C GE-71100 00' C NC, SIGN All, 1�� 7131 �E tP_ 16 IE s 77 LF OF 24- 10, R D2 IE= 0 E-10.80 (S 3 -4 A 0 1.7n S4 1r % _ '71:30 N z� 6 75 LEGEND lb� V b' RS, X 50 L E L' • icp 3 q ­*--7�1- Concentrated Flow Direction C INLET x: X AA - - REW Overland Flow Direction F o 6.7i�x' ZGE 5. `-• .06 Y> t 71.54S? 69 LF OF 24" r. Hard Surface Drainage Flow Direction jp Co' P A 1 1]2� �24 Proposed Storm Structure Number iC1 `TYPE , lr-E, 'I < fi cg, TYPE�'t INLEf 0' INLET' <; GE=76.00_�i, GE-48.0D 10* xv- -t,- W) X X V TYPE C IN LEI NLET Proposed Spot Elevation W)-- 'if • IE=70. EE p.60.90 TYPE d. IE=7M30- E), 1E!7B9.9P E) \V4 GE-75.50 GE�-75.60 'C cur 0 1E -N, , A �0,5* CON R9 ro- I? " - \ IE-70 6D �N? IE-42-00 (VO Y, IE-70.49 E, -",P- �- - 4101 D' N X Existing Spot Elevation �6' Wo bt X XA X w. 194 X .9,I. 4p OF < CONIC WFEDI Proposed Wheel Stops AN W/0.5' COQ X11 Pro posed Storm Structure & Pipe ao TYPE C INLET 7 LF OF 16"1 04 OF 4!` 70 LF OF 24!' 6.00 GE-7 RCP 0 0.30X R 0. RCP 0 0.29X - ------- j2* CONC CURB 0 1 _-0�5 '0 E=71.00 X 2a$ LF OF 36' 0__ Proposed Yard Inlet w/ADS Pipe RCP 0 0.77X Alblzl` L_=, XIV 61 LF JF 10 I Y- COV Existing Tree to be Removed RCP C 0. TYPE E (MQD)J gm 14 0 -75.50 GE 0 o _j Q IE=69.40 �W)­�� IE-S& Proposed Silt Fence 35 �N� top IE-57.55 E r s) Outfall Rip Rap X TYPE E (MOD) INLET QO`1 TYPE E INLET c S/W TYPE C INLET N -75.5o ZI GE=76.00 GE X ZPAE-75.50 r 4�o IE-69.60 (W) IE-67-65 (W) IE-6&15 (E) I P 70: 0 Z IE-69.60 (E) E:7 -�M E? X X B 'E 0 'A L EXISTING POND SURFACE IE-67.65 (S) IE-69.70 W) CUPS INL Straight Curb X 1E W=65.10'(29N45' EP WATER IMPACT 2.32 ACRES cc THROAT EL=69.8 CL BUILDING 10 ROOF DRAIN IF' V,-66,35'(Pr Pv�i) BU DING I I Ic 14" X U ROOF DRAIN' FF ELEV=77.20 5X6'(30' E E=6 R 4) X11 FF LEV=77.30 7.1 �W R < i X IE S=6&03'(3-V R h I -4e 2- E/P EL=70.1 -, ;i i _j NOTE- Type Curb > '11HROAT EL=69.6- 5' BELCHER ROAD IMPROVEMENTS TO BE 5EM �1� _J REVIEWED/APPROVED BY PINELLAS COUNTY. TYPE E (MOO) INLET STRUi TIT C:) I z 4? GE-75-50 D R AJIN A Handicap accessible sidewalk romp TYPE C INLET GE=75.20 > X X IE-71.70 TOP W HEADWALL- �7 4 _1 E 7 EL TYPE C INLEt 4'� 3 ROOF DRAIN TOP E HEADWAI -I-- FO I IE 1 0 �SN 3 ROOF DRAJN IE E =655.18 "(29 X",5, :n-, 1 7.35 GE-76.0D IE-57.35 S >A Tree to Remain with Extent of Canopy IE=72.SC' P I (N [E=72.50 _7 \_ - - %.A ---- ------ I Lj Lj L3 L3 LZ== 1' n If - - ­.. - W.WW - ---- jg�29 EM o' c3 SOIL CEMENT 0 0.15 TYPE C INLET J gilm Ez (300 PSI) = 0.90 GE-76.00 TYPE C INLET MATCH LINE SEE SHEET 4 IE-7120 (NW) GE=76.50 TYPE D INLET TYPE E (MOD) INLET TYPE 2 CURS INLET_ 12' STABILIZED SUBGRADE [E=7Z20 (E) IE-71.90 GE-76.00 GE-76.00 EP-7&00 IE=71.90 [E-71.40 (N) IE-67.45 (Vo TE-71.10 (N LBR 40 0 0.08 = 0.96 IE-71.40 (E) IE-71.10 (W) [E-66.95 (NE) IE-64.85 (A En lr--71% C [E-6&45 (S) TOTAL PROVIDED = 2.52 0 _0 Q) (n 0 72 LF OF Se 21' 21' RCP 0 0.28% STRAIGHT CURB E TYPE I CURB-\ 12' STRAIGHT CURB -\ 18, PARKING STALL 12' 12' 18' PARKING STALL CONCRETE SIDEWALK co I - co El CURB STRAIGHT CURB-\ /-STRAIGHT CURB 2% vlu�ct r%1M1%nk1^ I Akl� I DESIGNED THE SIGNATURE OF THE QUALITY 0 CONTROL OFFICER IN THIS SPACE 9 RAH_ INDICATES THAT ALL REQUIRED 0 DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION IS CHECKED AUTHORIZED TO COMMENCE. EM N D.C. I E cL 0 L2 O N Ki r !2 V J � M-� "- -E I E 0 LN DESIGNED THE SIGNATURE OF THE QUALITY 0 CONTROL OFFICER IN THIS SPACE RAH_ INDICATES THAT ALL REQUIRED 0 DRAWN PERMITS HAVE BEEN OBTAINED oAND RAH THAT CONSTRUCTION 15 CHECKED AUTHORIZED TO COMMENCE. p 0 Proposed Water Line & Valve EM =Tree to Remain N O.C. 8" GATE VALVE Y EM ASPH N CENTERLINE OF ASPH ROAD(TYP) Ld Z 0 0 M < M d5 ASPH ROAD W/6" CONC CURB X LEG • 8" 90' SEND F�A Proposed Water Line & Valve FHA = Proposed Fire Hydrant (See Paving, Grading, 1 1 (9 =Tree to Remain 8" GATE VALVE And Drainage Plans For Finished Grade Elevation) with Exten't" of-Cdn'opy AND BOX Existing Water Line & Valve "Cr FDC Fire Department Connection LLJ LLJ "--j Proposed Storm Sewer Building Water Service w/ Meter 8"k6" I.-TEL I iY -COP Building Fire Service w/ DDCV 121 LF OF 8" PVC WM ASPH N CENTERLINE OF ASPH ROAD(TYP) Ld Z 0 0 M < M d5 ASPH ROAD W/6" CONC CURB X PREPARED FOR: RIM EL�V.177. rf IE=74.00 BUILDING 10 FF ELEV=77.20 LAKESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE: (727) 644-7886 R�I;Nsll 11 c,3� J QG' I"X6" REDUCER 4111 3 X8 "X8" CROSS ti 8"X8"X6" 80 PVC WM MATCH LINE — SEE SHEET 6 I —90 LF OF 8" PVC WM 71213 LF 0 ,18" PVC WM ,,,—MH NO. 10 RIM ELEV.=77.00 IE=74.00 F4 LF OF PVC WM -8" 90* BEND UAMMM W1 511111or.-711, MH NO. 8 RIM ELEV.=77.14' E=74.40 U-T-'-L BUILDING II FF EL EV= 7 7.3 0 P op 0 NS E4 k Of z IL S < CL ADW EL U— Im Cr z COP N 12 8 ii C.) -'0 z P 0 PL P CROSS WALK r. 'Ile 9 M-0 I 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS I 0 25 50 100 c .2 (n .0 E C� 0 O sr :3 —0 0 in D 0 _a 0 C E 0 0 0 C: rn (D r) • 8" 90' SEND F�A 8" GATE VALVE • AND BOX le, ' A C 8"k6" I.-TEL I iY -COP 121 LF OF 8" PVC WM FHA 8"X8"X6" TEE FDC 0 r 229 LF dF 8" PVC WM ff T ii r\ yj L FHA 8"X8"X0" TES 0.6 7' BLOCK 8" 22 2' BEND 1/ WALL W/1.3'x1.3' ee, Va CONC COW PREPARED FOR: RIM EL�V.177. rf IE=74.00 BUILDING 10 FF ELEV=77.20 LAKESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE: (727) 644-7886 R�I;Nsll 11 c,3� J QG' I"X6" REDUCER 4111 3 X8 "X8" CROSS ti 8"X8"X6" 80 PVC WM MATCH LINE — SEE SHEET 6 I —90 LF OF 8" PVC WM 71213 LF 0 ,18" PVC WM ,,,—MH NO. 10 RIM ELEV.=77.00 IE=74.00 F4 LF OF PVC WM -8" 90* BEND UAMMM W1 511111or.-711, MH NO. 8 RIM ELEV.=77.14' E=74.40 U-T-'-L BUILDING II FF EL EV= 7 7.3 0 P op 0 NS E4 k Of z IL S < CL ADW EL U— Im Cr z COP N 12 8 ii C.) -'0 z P 0 PL P CROSS WALK r. 'Ile 9 M-0 I 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS I 0 25 50 100 c .2 (n .0 E C� 0 O sr :3 —0 0 in D 0 _a 0 C E 0 0 0 C: rn (D r) • • -E I E 0 0 UITT r INDEX NO. 101; 1 OF 2 N.T.S. 13 1- 2-1/2" min CV NOTES: 10 0 1. WHEEL STOPS TO BE PLACED 2' BACK, AS SHOWN ABOVE. CENTERED IN THE PARKING STALL 2. WHEEL STOPS CAN BE PAINTED IN A 7-1/2" #3 Bar CONTRASTING COLOR SUCH AS ­ GRAY, YELLOW OR BLACK. TYPE U Typical BLUE SHALL BE USED FOR HANDICAP PARKING STALLS. CITY INDEX NO. 117; 1 OF 1 N.T.S. DESIGNED 6 Remove Curb if Existing ep- 3' Transition NOTE. Win CONTROL OFFICER IN THIS SPACE Exist Conc Drive C06 Side Slopero=.� R 3 "R Surface 9da ip y • 12- Max Slope ,, 12" Max Slope \k DESIGN RAH AND THAT CONSTRUCTION IS 6- ENVIRONMENT A A —Back of Curb Non—slip surface require- 14" . 14" J1 .6 . . . CoMpacted . ments, see Note S. gubg�ade* Tel, (727) 849-75 O.C. 1 /2 Exp. Joint Joint CAA 1/2" Exp. Joint.,� TYPICAL DRIVEWAY CROSS SECTION E-0 0 L_ :3 'It: 0 fE Property Z R.O.W. Line LConc. Ox '13 4' Min Residential Street 1' City R/W_ I 0 0 M M CL 5' Min Arterial Street 2' County R 0 Sidewalk 0 CNI I­ I B PLAN VIEW 1/4" per Foot MID L IP 0*1- Back of Curb 3000 psi concrete 4" thick. Constr. 6" thick at driveways with 6"x 6"/10x10 UITT r INDEX NO. 101; 1 OF 2 N.T.S. 13 1- 2-1/2" min CV NOTES: 10 0 1. WHEEL STOPS TO BE PLACED 2' BACK, AS SHOWN ABOVE. CENTERED IN THE PARKING STALL 2. WHEEL STOPS CAN BE PAINTED IN A 7-1/2" #3 Bar CONTRASTING COLOR SUCH AS ­ GRAY, YELLOW OR BLACK. TYPE U Typical BLUE SHALL BE USED FOR HANDICAP PARKING STALLS. CITY INDEX NO. 117; 1 OF 1 N.T.S. DESIGNED •" Drop at All Drives 2"R CONTROL OFFICER IN THIS SPACE 612 2" Wearing R 3 "R Surface • i DRAWN PERMITS HAVE BEEN OBTAINED FL ORIDA DESIGN RAH AND THAT CONSTRUCTION IS ENGINEERS, ENVIRONMENT CHECKED Base . . . . . . . . . . . 24 J1 .6 . . . CoMpacted . . . . . . . . . . . . . . . . ,,7 "%7 ,/7131,k. gubg�ade* UITT r INDEX NO. 101; 1 OF 2 N.T.S. 13 1- 2-1/2" min CV NOTES: 10 0 1. WHEEL STOPS TO BE PLACED 2' BACK, AS SHOWN ABOVE. CENTERED IN THE PARKING STALL 2. WHEEL STOPS CAN BE PAINTED IN A 7-1/2" #3 Bar CONTRASTING COLOR SUCH AS ­ GRAY, YELLOW OR BLACK. TYPE U Typical BLUE SHALL BE USED FOR HANDICAP PARKING STALLS. CITY INDEX NO. 117; 1 OF 1 N.T.S. DESIGNED THE SIGNATURE OF THE QUALITY CONTROL OFFICER IN THIS SPACE 0 RAH INDICATES THAT ALL REQUIRED • i DRAWN PERMITS HAVE BEEN OBTAINED FL ORIDA DESIGN RAH AND THAT CONSTRUCTION IS ENGINEERS, ENVIRONMENT CHECKED _ AUTHORIZED TO COMMENCE, J1 3030 Starkey Blvd, EM — Tel, (727) 849-75 O.C. • CAA CONSUL TANTS, INC. %LISTS, SURVEYORS a PLANNERS New Port Richey FL 34655 88 - Fax. (727) 648-3648 lallill-t 11111111[111•,W 0 M hIDEX AO. 109; U.T.S. Face of CN wearing 11-1 Curb Surface 3' TRANSITION AT DRIVES PREPARED FOR: CITY INDEX NO. 118; 1 OF 2 NOTE: All pavement markings to be thermoplastic. HANDICAPPED NO. 119 S1GNS SEE IN ___\ DEX C. WALK RAMP DOM RAMP DOWN CONC. WALK SEE INDEX NO. 109 SEE INDEX No. 109 pz WEEL STOP (TYPICAL) 0A A WIDE TRAFFIC BLUE STRIPE (TYPICAL) TRAFFIC wHrrEffi + 6* WIDE TRAFFIC V*UTE STROKE STRIPE (TYPICAL) M� NOTE: All pavement markings to be thermoplasta 2- (TYPICAL) TYPICAL DOUBLE HANDICAPPED STAL CITY INDEX NO. 118; 2 OF 2 NOTE: ALL PAVEMENT MARKINGS" THROUGHOUT THE PARKING AREAS SHALL BE -WHITE THERMOPLASTIC. LAT\ESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE. (727) 644-7886 STANDARD PRE—PAINTED 40— ME DISABLED PARKING SIGN ON 1/8- THICK SHEET ALUMINUM . . . . . ........ PARKING BY DISABLED PERMIT [7 ONLY 255 FINE F F S. 31Z F. S. 318.18 WHITE BORDER & SYMBOL (TOP OF THE SIGN) BLUE BACKGROUND on BLACK BORDER 1" S�RIES "C" & LETTERS (MIDDLE OF THE SIGN WHITE BACKGROUND BLACK BORDER .2 & LETTERS (BOTTOM OF THE SIGN) .(0 0 WHITE BACKGROUND E z -4 � 1* NOTE: En 0 ALL LETTERS — 2" HOT DIPPED GALVANIZED -----4—STANDARD WEIGHT STEEL PIPE 4- 4- qi�- :.*-.v . 4- 17 4 . I k 4-1 1 4• 0) 8" im, I I CITY INDEX NO. 119; 1 OF 1 V.T.S. 8" X 2'-6" CONCRETE MASS. FINISH TOP OF MASS LEVEL WITH A SLIGHT RAISED WASH APPROXIMATELY 1/2- ABOVE —LEVEL OF TURF/SOD. 1 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS :3 0 0 CL 0 _0 Q a) :3 Q 0 C E Q C 0 O C3 vi O (n C_ 0 Ca 0 • J1 WHITE BORDER & SYMBOL (TOP OF THE SIGN) BLUE BACKGROUND on BLACK BORDER 1" S�RIES "C" & LETTERS (MIDDLE OF THE SIGN WHITE BACKGROUND BLACK BORDER .2 & LETTERS (BOTTOM OF THE SIGN) .(0 0 WHITE BACKGROUND E z -4 � 1* NOTE: En 0 ALL LETTERS — 2" HOT DIPPED GALVANIZED -----4—STANDARD WEIGHT STEEL PIPE 4- 4- qi�- :.*-.v . 4- 17 4 . I k 4-1 1 4• 0) 8" im, I I CITY INDEX NO. 119; 1 OF 1 V.T.S. 8" X 2'-6" CONCRETE MASS. FINISH TOP OF MASS LEVEL WITH A SLIGHT RAISED WASH APPROXIMATELY 1/2- ABOVE —LEVEL OF TURF/SOD. 1 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS :3 0 0 CL 0 _0 Q a) :3 Q 0 C E Q C 0 O C3 vi O (n C_ 0 Ca • • _5 SIR iiliiii:� 1 V- �a �4 IQ PLAN g E u M}� H #a #air # 3' N ml#VALW # IA #a#1#i#SW 1#a#A#AWAVA /,,#a#aWt # #a 'WAWA # #a7l # #Y uVAVAVA#AV: WAVAVA rGte , T Eye Bolt See index 201 -� —° 4 Bars o l2- Ctrs. .SECTION TYPE C Recommended Maximum Pepe Size: 2' -d' wort -le- Pipe 31-111 wall -24- Pipe TYPE "C" INLET 1 • 1 1 r% 511 #WAV#W E M}� i #� # #a #air # 1 N ml#VALW # IA #a#1#i#SW 1#a#A#AWAVA /,,#a#aWt # #a 'WAWA # #a7l # #Y uVAVAVA#AV: WAVAVA 0 N 1 • 1 1 r% 511 . I�#� #L #1#i. vi TYPE C e7 C C7 w DESIGNED THE SIGNATURE OF THE QUALITY U 0 CONTROL OFFICER IN THIS SPACE RAH INDICATES THAT ALL REQUIRED N is DRAWN PERMITS HAVE BEEN OBTAINED a RAN AND THAT CONSTRUCTION IS p° CHECKED AUTHORIZED TO COMMENCE. EMI Q.C. EM FAI 0 - l 12" ( ) TOP OF SKIMMER EL AWYM— -i /-- STEEL GRATE � ..' —!' i i� ti 1 • 9 1 l r • � v c 5j- w 1` I/ SECTION TYPE i Reconmnded 4'-6' Wall-4r Pipe TYPE "E" INLET F.D.O.T. •!In=nnnnnn raw TYPE E Strulght �1laraara7arar} %�r�s .ara�araaf r ara►ara :.. rii .a.a ra�arart arc a a arIlraraf ,.aTa.a...a7..a.i •�rarararar�rvaf � .rrara.ara�awa►� . !arvararara arc+ r��a arc aka +ark ara.ua.ara.a� arararara�irx ��a�ara.ar��rrar �a.n ►at...ra...�# :a PER r •. INDEX # 21655 GULF TO BAY ► CLEARWATER, FLORIDA PHONE. 644-7886 m Irk N.T.S. 5 a w a DRAINAGE EASEMENT I_ 0 (WIDTH VARIES) LIMITS OF _LITTORAL SOD ZONE EXISTING GRADE (VARIES) I ® NWL ELEVATION • . • I♦ t x #WAV#W BELL or SPIGOT i #� # #a #air # #� ml#VALW # IA #a#1#i#SW 1#a#A#AWAVA /,,#a#aWt # #a 'WAWA # #a7l # #Y uVAVAVA#AV: WAVAVA vi TYPE C e7 C C7 w DESIGNED THE SIGNATURE OF THE QUALITY U 0 CONTROL OFFICER IN THIS SPACE RAH INDICATES THAT ALL REQUIRED N is DRAWN PERMITS HAVE BEEN OBTAINED a RAN AND THAT CONSTRUCTION IS p° CHECKED AUTHORIZED TO COMMENCE. EMI Q.C. EM FAI 0 - l 12" ( ) TOP OF SKIMMER EL AWYM— -i /-- STEEL GRATE � ..' —!' i i� ti 1 • 9 1 l r • � v c 5j- w 1` I/ SECTION TYPE i Reconmnded 4'-6' Wall-4r Pipe TYPE "E" INLET F.D.O.T. •!In=nnnnnn raw TYPE E Strulght �1laraara7arar} %�r�s .ara�araaf r ara►ara :.. rii .a.a ra�arart arc a a arIlraraf ,.aTa.a...a7..a.i •�rarararar�rvaf � .rrara.ara�awa►� . !arvararara arc+ r��a arc aka +ark ara.ua.ara.a� arararara�irx ��a�ara.ar��rrar �a.n ►at...ra...�# :a PER r •. INDEX # 21655 GULF TO BAY ► CLEARWATER, FLORIDA PHONE. 644-7886 m Irk N.T.S. 5 a w a DRAINAGE EASEMENT I_ 0 (WIDTH VARIES) LIMITS OF _LITTORAL SOD ZONE EXISTING GRADE (VARIES) I ® NWL ELEVATION • . • I♦ t x BELL or SPIGOT • FAI 0 - l 12" ( ) TOP OF SKIMMER EL AWYM— -i /-- STEEL GRATE � ..' —!' i i� ti 1 • 9 1 l r • � v c 5j- w 1` I/ SECTION TYPE i Reconmnded 4'-6' Wall-4r Pipe TYPE "E" INLET F.D.O.T. •!In=nnnnnn raw TYPE E Strulght �1laraara7arar} %�r�s .ara�araaf r ara►ara :.. rii .a.a ra�arart arc a a arIlraraf ,.aTa.a...a7..a.i •�rarararar�rvaf � .rrara.ara�awa►� . !arvararara arc+ r��a arc aka +ark ara.ua.ara.a� arararara�irx ��a�ara.ar��rrar �a.n ►at...ra...�# :a PER r •. INDEX # 21655 GULF TO BAY ► CLEARWATER, FLORIDA PHONE. 644-7886 m Irk N.T.S. 5 a w a DRAINAGE EASEMENT I_ 0 (WIDTH VARIES) LIMITS OF _LITTORAL SOD ZONE EXISTING GRADE (VARIES) I ® NWL ELEVATION • . • I♦ t x BELL or SPIGOT • PER r •. INDEX # 21655 GULF TO BAY ► CLEARWATER, FLORIDA PHONE. 644-7886 m Irk N.T.S. 5 a w a DRAINAGE EASEMENT I_ 0 (WIDTH VARIES) LIMITS OF _LITTORAL SOD ZONE EXISTING GRADE (VARIES) I ® NWL ELEVATION • . • I♦ t x A L 4 8 VT Cat A Al SECTION AA 24- For 3- To 72- Plpo l2- For l5- To 24 Pipe . - mW m Ij" R P I Toe Wall I 1� 2 *4 Bars E-I Toe Wall STRAIGHT FLARE SECTION BB Any Wire Mesh Arrangement Whlah Provides .126 SQwre inches Of Steel Area Per Llnear Dot Both Wvys May Be (/sear Provided The Tres Are Spoced A MlNmrxn Of 2- And/Or Maximum Of 6.On Centers. Flared End SECTION CC LC END VIEW REINFORCED CONCRETE JACKET DETAIL FLARED END SECTION DOT INDEX #270 N.T.S. 2 1 -12 -2010 1 REVISED PER CITY OF CLEARWATER COMMENTS. 1 11 -5-09 REVISED PER SWFWMD COMMENT'S. NO. DATE REVISIONS C 0 .N of E 0 0 3 U D O O_ N 0 in in D O C 0 E CL N U C 0 U -0 C 0 N Cn 0 vi c 0 c 0 U c Ql 0 JOB NO. v 2009 -07 0 EPN r� `r 329 O F.B. a PG. SHT. o _rn CL DATE p APP') I2-9-O9 OF B O BY U BELL or SPIGOT • A L 4 8 VT Cat A Al SECTION AA 24- For 3- To 72- Plpo l2- For l5- To 24 Pipe . - mW m Ij" R P I Toe Wall I 1� 2 *4 Bars E-I Toe Wall STRAIGHT FLARE SECTION BB Any Wire Mesh Arrangement Whlah Provides .126 SQwre inches Of Steel Area Per Llnear Dot Both Wvys May Be (/sear Provided The Tres Are Spoced A MlNmrxn Of 2- And/Or Maximum Of 6.On Centers. Flared End SECTION CC LC END VIEW REINFORCED CONCRETE JACKET DETAIL FLARED END SECTION DOT INDEX #270 N.T.S. 2 1 -12 -2010 1 REVISED PER CITY OF CLEARWATER COMMENTS. 1 11 -5-09 REVISED PER SWFWMD COMMENT'S. NO. DATE REVISIONS C 0 .N of E 0 0 3 U D O O_ N 0 in in D O C 0 E CL N U C 0 U -0 C 0 N Cn 0 vi c 0 c 0 U c Ql 0 JOB NO. v 2009 -07 0 EPN r� `r 329 O F.B. a PG. SHT. o _rn CL DATE p APP') I2-9-O9 OF B O BY U 4 Required Pick Lo 7 9 Non Skid Pattern Required RING - SECTION IvIuli'11111vu 1.)uIlulil Minimum Weight 7" 232 lbs. SOLID COVER SECTION 9" 278 lbs. Minimum Weight 128 lbs. NOTES E .2- O C', ;;M' DESIGNED THE SIGNATURE OF THE QUALITY 0 0 CONTROL OFFICER IN THIS SPACE RAH INDICATES THAT ALL REQUIRED 0 DRAWN PERMITS HAVE BEEN OBTAINED -0 LL- Shallow 01- 4P 329 ® RAH AND THAT CONSTRUCTION 15 F.B. a PG. CHECKED AUTHORIZED TO COMMENCE. 0 C14 LENGTH IN FEET (L) EM WIATMIXIIIIIIIM�- IN O.C. EM DATE, Existing pavement Existing road base NOTES: 1• Trenches located under JWWA .1►I LIN M 811 Joint In l- ie Entry 12" - Acal M Clay Brick Masonry 1/2" Cement Plaster 71-MVVIM ::;ll CLEANOUT PLUG CHARLOTTE Pipe And Foundry Company Part No. 10• • Equal r% Concrete Pad 8" Thick x V-15" Sq. i • I • 1 0 0: N a 2A a ilogamme I am a I', rem K' E, 1:W1 a • : FEMALE ADAPTER CHARLOTTE Pipe And Foundry Company la-1. %l 4"AA a.- f--.--i Ell fill; m I w a ;, Stop Less Check MUELLER H14350 with Lock Wing and Compression inlet or approved equal ''V--' "' Threaded Corporation Stop 12" layers I ------ pavement shall be compacted to 100% of maximun density by Above A.A.S.H.T.O. T-99, Method Pipe Compact in C. 6" layers 2. Trenches not located under pavement shall be compacted ATER to a firmness equal to that MAIN of the soil adjacent to the Compact in trench. . % 3" layers 3. Replacement of paved surfaces shall be made in 12" PI, 12 E 2t PIPE I accordance to applicable DIA.' local regulations. '41111[31 MIMIL MEN Wk Restraining Gasket (Typ.) L Thrust Restraint (Typ.) z ON ALL TEES, A MINIMUM OF 5' SHALL BE RESTRAINED ON EACH RUN LEG. L = MINIMUM I FNGTH TO BE RESTRAINED ON EACH SIDE OF FITTING (ft.) * = CONTACT ENGINEER FOR VALUES FIGURES BASED ON 30- BURY DEPTH, 150 PSI TEST PRESSURE inni iocc nnki'T Aont v Tf% ont v un- Anorm mor Bottom Of ELBOWS (deg.) Corbel EPN -0 LL- Shallow 01- 4P 329 0 F.B. a PG. 10 0 C14 LENGTH IN FEET (L) WIATMIXIIIIIIIM�- DATE, APP'D 12-8-09 13 0 BY OF Mail ------------- - ----- SECTION A-A Crown of drop pipe III • I • I i 71-MVVIM ::;ll CLEANOUT PLUG CHARLOTTE Pipe And Foundry Company Part No. 10• • Equal r% Concrete Pad 8" Thick x V-15" Sq. i • I • 1 0 0: N a 2A a ilogamme I am a I', rem K' E, 1:W1 a • : FEMALE ADAPTER CHARLOTTE Pipe And Foundry Company la-1. %l 4"AA a.- f--.--i Ell fill; m I w a ;, Stop Less Check MUELLER H14350 with Lock Wing and Compression inlet or approved equal ''V--' "' Threaded Corporation Stop 12" layers I ------ pavement shall be compacted to 100% of maximun density by Above A.A.S.H.T.O. T-99, Method Pipe Compact in C. 6" layers 2. Trenches not located under pavement shall be compacted ATER to a firmness equal to that MAIN of the soil adjacent to the Compact in trench. . % 3" layers 3. Replacement of paved surfaces shall be made in 12" PI, 12 E 2t PIPE I accordance to applicable DIA.' local regulations. '41111[31 MIMIL MEN Wk Restraining Gasket (Typ.) L Thrust Restraint (Typ.) z ON ALL TEES, A MINIMUM OF 5' SHALL BE RESTRAINED ON EACH RUN LEG. L = MINIMUM I FNGTH TO BE RESTRAINED ON EACH SIDE OF FITTING (ft.) * = CONTACT ENGINEER FOR VALUES FIGURES BASED ON 30- BURY DEPTH, 150 PSI TEST PRESSURE inni iocc nnki'T Aont v Tf% ont v un- Anorm mor JOB NO. ELBOWS (deg.) 2009-07 EPN -0 LL- Shallow 01- 4P 329 0 F.B. a PG. 10 0 C14 LENGTH IN FEET (L) WIATMIXIIIIIIIM�- DATE, APP'D 12-8-09 13 0 BY OF 71-MVVIM ::;ll CLEANOUT PLUG CHARLOTTE Pipe And Foundry Company Part No. 10• • Equal r% Concrete Pad 8" Thick x V-15" Sq. i • I • 1 0 0: N a 2A a ilogamme I am a I', rem K' E, 1:W1 a • : FEMALE ADAPTER CHARLOTTE Pipe And Foundry Company la-1. %l 4"AA a.- f--.--i Ell fill; m I w a ;, Stop Less Check MUELLER H14350 with Lock Wing and Compression inlet or approved equal ''V--' "' Threaded Corporation Stop 12" layers I ------ pavement shall be compacted to 100% of maximun density by Above A.A.S.H.T.O. T-99, Method Pipe Compact in C. 6" layers 2. Trenches not located under pavement shall be compacted ATER to a firmness equal to that MAIN of the soil adjacent to the Compact in trench. . % 3" layers 3. Replacement of paved surfaces shall be made in 12" PI, 12 E 2t PIPE I accordance to applicable DIA.' local regulations. '41111[31 MIMIL MEN Wk Restraining Gasket (Typ.) L Thrust Restraint (Typ.) z ON ALL TEES, A MINIMUM OF 5' SHALL BE RESTRAINED ON EACH RUN LEG. L = MINIMUM I FNGTH TO BE RESTRAINED ON EACH SIDE OF FITTING (ft.) * = CONTACT ENGINEER FOR VALUES FIGURES BASED ON 30- BURY DEPTH, 150 PSI TEST PRESSURE inni iocc nnki'T Aont v Tf% ont v un- Anorm mor FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Tel: (727) 849-7588 - I'm (727) 848-3648 11/' THP F01 I 0WIN11. InlKlTq MI IqT RP RMTPAWFn IN All APPI IrAnnMl;- DUCTILE IR014 PIPE THRUST RESTRAIN114G CITY INDEX NO. 403; 2 OF 2 N.T.S. PREPARED FOR, AKESIDE ENTERPRISES, LLC 2165 GULF • BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE, (727) 644-7886 Water Main ma CITY INDEX NO. 408; 1 OF 2 N.T.S. Water Service Tubing Driscopipe 5100 or Endot/Yardley Blue Jet, SDR 9, 3408 Polyethylene CLEANOUT PLUG CHARLOTTE Pipe And Foundry Company .-art No. 106 Or Equal Concrete Pad 81111 TIIII Y 1—%" q(el- FEMALE ADAPTER CHARLOTTE Pipe And Foundry Company P"art No. 101 Or Equal J%_1 WIF IM, I 11VI %J 11 I ME I L Ebba Iron Megalug (Typ.) F THE FOLLOWING JOINTS MUST BE RESTRAINED IN ALL APPLICATIONS: CITY INDEX NO. 304; 2 OF 2 E .2 N.T.S. I V) 4 1 1 1-12-2010 1 REVISED PER CITY OF CLEARWATER COMMENTS. ---I- NO. DATE REVISIONS 0 Q) L) 0 0 V) :3 Q) 0 c- E V) 0 0 0 17 JOB NO. ELBOWS (deg.) 2009-07 EPN -0 LL- 329 0 F.B. a PG. 10 0 C14 LENGTH IN FEET (L) DATE, APP'D 12-8-09 13 0 BY OF FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Tel: (727) 849-7588 - I'm (727) 848-3648 11/' THP F01 I 0WIN11. InlKlTq MI IqT RP RMTPAWFn IN All APPI IrAnnMl;- DUCTILE IR014 PIPE THRUST RESTRAIN114G CITY INDEX NO. 403; 2 OF 2 N.T.S. PREPARED FOR, AKESIDE ENTERPRISES, LLC 2165 GULF • BAY BLVD. #2 CLEARWATER, FLORIDA 33765 PHONE, (727) 644-7886 Water Main ma CITY INDEX NO. 408; 1 OF 2 N.T.S. Water Service Tubing Driscopipe 5100 or Endot/Yardley Blue Jet, SDR 9, 3408 Polyethylene CLEANOUT PLUG CHARLOTTE Pipe And Foundry Company .-art No. 106 Or Equal Concrete Pad 81111 TIIII Y 1—%" q(el- FEMALE ADAPTER CHARLOTTE Pipe And Foundry Company P"art No. 101 Or Equal J%_1 WIF IM, I 11VI %J 11 I ME I L Ebba Iron Megalug (Typ.) F THE FOLLOWING JOINTS MUST BE RESTRAINED IN ALL APPLICATIONS: CITY INDEX NO. 304; 2 OF 2 E .2 N.T.S. I V) 4 1 1 1-12-2010 1 REVISED PER CITY OF CLEARWATER COMMENTS. ---I- NO. DATE REVISIONS 0 Q) L) 0 0 V) :3 Q) 0 c- E V) 0 0 0 17 JOB NO. Oq 2009-07 EPN -0 LL- 329 0 F.B. a PG. 10 0 C14 SHI DATE, APP'D 12-8-09 13 0 BY OF -E OE ,27 0 EN 2' (Typ.) 0- mm C -j Of Max. 15' Min. 4' Distance Varies Back of Curb or r, 361111 T-A I , "T ova ....... X Fire Hydrant Assembly (Typ ) (fee Note 4)--1 3. FIRE HYDRANTS SHALL BE Kennedy Guardian No. K-81D PLACED AT STREET CORNERS Mueller Super Centurion No. 25 OR IN THE R.O.W. ADJACENT American Darling B-84–B TO SIDE LOT LINES Mechanical WHENEVER POSSIBLE. Joint Valve i AVK–Nostalgic 2780 ONLY APPROVED lomps N" In, fr "FAI l ll m a • i m • gs (Typ.) Kennedy Guardian No. K-81D Mueller Super Centurion No. 25 American Darling B-84-8 Distance Varies (See Note 4) AVK–Nostalgic 2780 Valve Box (See Note 3) Valve Box (See Note 3) NOTES: II IIIL DESIGNED Curb Stop 1-4L"x 1" 90* Ell, Brass; MUELLER H24350 or Ford 1 1 1; x 1" 90' Ell, Brass or 2 B B43-332–WQ with Lock Wing and Compression inlet 2"x 2'; 90' Ell, Brass (3/4" or 1" use meter RAH AND THAT CONSTRUCTION 15 swivel nut, 1-1/2" or 2" CHECKED 55��o =urn EM use FIP outlet) or approved O.C. equal Service Tubing Driscopipe 5100 or 4/!Water Endot/Y t/Yardley Blue Jet, SDR 9, 3408 Polyethylene 0 BY 1', 1 Y2" or 2" Comp x MIP Adapter, O MUELLER H15428 1 ),2"' or 2" 90' Ell, Brass 1"x 2", 1 )/2"x 2" or 2"x 2" Nipple Brass Fire Hydrant Assembly (Typ ) (fee Note 4)--1 3. FIRE HYDRANTS SHALL BE Kennedy Guardian No. K-81D PLACED AT STREET CORNERS Mueller Super Centurion No. 25 OR IN THE R.O.W. ADJACENT American Darling B-84–B TO SIDE LOT LINES Mechanical WHENEVER POSSIBLE. Joint Valve i AVK–Nostalgic 2780 ONLY APPROVED lomps N" In, fr "FAI l ll m a • i m • gs (Typ.) Kennedy Guardian No. K-81D Mueller Super Centurion No. 25 American Darling B-84-8 Distance Varies (See Note 4) AVK–Nostalgic 2780 Valve Box (See Note 3) Valve Box (See Note 3) NOTES: II IIIL FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Tel. (727) 849-7588 - Fox. (727) 848-3648 —,er Main PREPARED FOR, • • illir 10 illill mill See Note 1 6" Resilent Wedge Gate Valve 3/4" Galvanized 2" Galvanized I, k I 2" 90* Ell TOP CONNECTION 4"x2" Cap with 2" Brass Plug Attached by 4" Megalug Restraint 4" D. 1. ■ 1041MIN M-11 I q B s See Note 3–Piece Adjustable—'� Valve Box Z (No Substitutes) all 2-12G Tracer wires 2" PVC (See Index # 402, 1 Sheet 2 of 5) I N 0 4- > 0 L) 4- 0 = -+1 CID 1 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS .0 (n V) E 0 -5 D -0 0 0 -0 Q> V) :3 Q) 0 C E V) Q 0 U r- 0 L ti E6 C- V) c: 0 0 V) DESIGNED THE SIGNATURE OF THE QUALITY 2009-07 CONTROL OFFICER IN THIS SPACE RAH INDICATES THAT ALL REQUIRED DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION 15 CHECKED AUTHORIZED TO COMMENCE. EM O.C. EM FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Tel. (727) 849-7588 - Fox. (727) 848-3648 —,er Main PREPARED FOR, • • illir 10 illill mill See Note 1 6" Resilent Wedge Gate Valve 3/4" Galvanized 2" Galvanized I, k I 2" 90* Ell TOP CONNECTION 4"x2" Cap with 2" Brass Plug Attached by 4" Megalug Restraint 4" D. 1. ■ 1041MIN M-11 I q B s See Note 3–Piece Adjustable—'� Valve Box Z (No Substitutes) all 2-12G Tracer wires 2" PVC (See Index # 402, 1 Sheet 2 of 5) I N 0 4- > 0 L) 4- 0 = -+1 CID 1 1-12-2010 REVISED PER CITY OF CLEARWATER COMMENTS. NO. DATE REVISIONS .0 (n V) E 0 -5 D -0 0 0 -0 Q> V) :3 Q) 0 C E V) Q 0 U r- 0 L ti E6 C- V) c: 0 0 V) JOB NO. 2009-07 0 EPN U - 32 9 ol 0 F.B. S, PG. 0 DATE, APPD 12 -a3 - ®9 0 BY OF O P t I O Q N xi r v 3 v Z 4 SILT FENCE V) O EXISTING STORM PIPE tr PROPOSED STORM PIPE rn N PROPOSED STORM YARD DRAIN N PROPOSED STORM FES C v q DESIGNED THE SIGNATURE OF THE QUALITY o CONTROL OFFICER IN THIS SPACE N RAH INDICATES THAT ALL REQUIRED o DRAWN PERMITS HAVE BEEN OBTAINED o❑ALT AND THAT CONSTRUCTION IS CHECKED AUTHORIZED TO COMMENCE. E N O.C. Y EM 4� .dl cs t44 / d Tam BE ISM FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Teh (727) 849 -7588 - Fax, (727) 848 -3648 PREPARED FOR, LAKESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. CLEARWATER, FLORIDA PHONE, 644-7886 SHEET DESCRIPTION: E 0 V) E a c m v 3 0 s 3 N U O O_ N L 0 0 0 -F/ 0 O E In a N U C O U C O !n C U U C f/S w C U 3 U C O U c rn V) 0 rJ 0 LL 0 0 N s o_ 0 U 22 SILT FENCE INLET SEDIMENT TRAP EXISTING STORM PIPE PROPOSED STORM PIPE PROPOSED STORM INLET PROPOSED STORM YARD DRAIN ® PROPOSED STORM FES FLORIDA DESIGN CONSULTANTS, INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS a PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Teh (727) 849 -7588 - Fax, (727) 848 -3648 PREPARED FOR, LAKESIDE ENTERPRISES, LLC 2165 GULF TO BAY BLVD. CLEARWATER, FLORIDA PHONE, 644-7886 SHEET DESCRIPTION: E 0 V) E a c m v 3 0 s 3 N U O O_ N L 0 0 0 -F/ 0 O E In a N U C O U C O !n C U U C f/S w C U 3 U C O U c rn V) 0 rJ 0 LL 0 0 N s o_ 0 U 22 s I E Q u� 0 O N ri m 1. SITE DESCRIPTION A. PROJECT DESCRIPTION: THE DEVELOPER / APPLICANT PROPOSES TO CONSTRUCT A NEW COMMERCIAL/MULTiFAMILY SUBDIVISION LOCATED IN PINELLAS COUNTY, FLORIDA. CONSTRUCTION WiLL CONSIST OF CLEARING, GRUBBING, EARTHWORK, INSTALLATION OF THE INFRASTRUCTURE, BACK FILLING, PAVING AND GRADING. B. MAJOR SOIL DISTURBING ACTIVITIES SOIL DISTURBING ACTIVITIES FOR THIS PROJECT WiLL INCLUDE CLEARING, GRUBBING, EARTHWORK, INSTALLATION OF PAVING, DRAINAGE AND SANITARY STRUCTURES, WATER MAIN INSTALLATION BACK FILLING AND GRADING. THE CONTRACTOR WiLL BE RESPONSIBLE FOR PROVIDING TEMPORARY OR PERMANENT STABILIZATION AS SOON AS POSSIBLE FOR AREAS OF THE SIZE WHERE CONSTRUCTION ACTIVITIES HAVE CEASED, BUT iN NO CASE SHALL THE TiME BE GREATER THAN FOURTEEN (14) CALENDAR DAYS. C. TOTAL PROJECT AREA: 30.07 t ACRES THE PROJECT CONSISTS OF THE CONSTRUCTION OF A RESIDENTIAL HOUSING, COMMERCIAL BUILDINGS, ASPHALT PAVEMENT, SIDEWALKS, A CLOSED SANITARY SEWER SYSTEM, WATER MAINS FOR POTABLE WATER AND FiRE PROTECTION, AND A STORMWATER COLLECTION SYSTEM, AND CONVEYANCE PIPES TO THE SURFACE WATER MANAGEMENT SYSTEM LOCATED ONSFIE. D. TOTAL AREA TO BE DISTURBED: 30.07 t AGES IT SHALL BE THE INTENT OF THE CONTRACTOR TO MINIMIZE THE ACREAGES OF DISTURBED SOIL IN THE PROJECT AREA AT ALL TIMES. E. (1) RUNOFF COEFFICIENTS BEFORE CW(B), DURING CW(D) AND AFTER CW(A) CONSTRUCTION: RUNOFF COEFFICIENT FOR: OPEN SPACE: C = 0.20 IMPERVIOUS SURFACES: C = 0.95 DISTURBED AREAS, EXPOSED SOIL ETC. DURING CONST.: C = 0.40 WEIGHTED RUNOFF COEFFICIENT: CW(B): 0.50 CW(D): 0.50 CW(A): 074 THE SITE CONSISTS OF A FORMER MOBILE HOME PARK WiTH SCATTERED TREES. 2. CONTROLS NARRATIVE - SEQUENCE OF SOIL DISTURBING ACTIVITIES AND IMPLEMENTATION OF CONTROLS: CONSTRUCTION ACTIVITIES - GENERAL CONSTRUCTION ACTIVITIES ON THIS PROJECT CONSIST OF CLEARING, (RUBBING, EARTHWORK, INSTALLATION OF THE INFRASTRUCTURE, BACK FILLING AND GRADING, ALL ITEMS REPRESENTED iN THE FOLLOWING DISCUSSION ARE TREATED IN DETAIL IN THE CONSTRUCTION DRAWINGS AND PROJECT SPECIFICATIONS, °FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION', OR WILL BE IMPLEMENTED BY THE CONTRACTOR'S REPRESENTATIVE IN A MANNER APPROPRIATE TO ENVIRONMENTALLY SENSITIVE CONSTRUCTION PRACTICES AND AS APPROVED BY THE OWNER. THE CONTRACTOR VAH BE REQUIRED TO PREPARE A SITE SPECIFIC EROSION CONTROL PLAN, THE CONTRACTOR WILL ALSO BE REQUIRED TO MODIFY THE PLAN OR MATERIALS DURING CONSTRUCTION TO ADAPT TO SEASONAL VARIATIONS, OFF -SITE RUNOFF SHOULD BE DIVERTED AWAY OR THROUGH THE CONSTRUCTION AREA. THIS ADDITIONAL FLOW IF NOT DIVERTED, CAN ADD VOLUME AND SIZE TO STRUCTURAL PRACTICES, REQUIRING MORE FREQUENT MAINTENANCE AND LIMITING EFFECTIVENESS OF EROSION AND SEDIMENT CONTROLS. COMPLIANCE WITH THE STORMWATER POLLUTION PREVENTION PLAN IS A REQUIREMENT OF THE PROJECT CONTRACT DOCUMENTS. CONSTRUCTION- RELATED INFORMATION REQUIRED BY THE NPDES PERMIT BUT NOT SPECIFICALLY INDICATED IN THE STORMWATER POLLUTION PREVENTION PLAN CAN BE FOUND IN THE CONTRACT DOCUMENTS. THE CONTRACTOR WILL BE RESPONSIBLE FOR PROVIDING A STABILIZED CONSTRUCTION ENTRANCE FOR VEHICLES ENTERING OR EXITING ONTO PUBLIC ROADS THE CONTRACTORS REPRESENTATIVE SHALL BE RESPONSIBLE FOR MONITORING THE SYSTEM AND MODIFYING THE SYSTEM OR PROCEDURES AS NEEDED. CONSTRUCTION ACTIVITIES PRIOR TO COMMENCEMENT, THE CONTRACTOR SHALL PROVIDE A DETAILED CONSTRUCTION SCHEDULE TO INDICATE DATES OF MAJOR GRADING ACTIVITIES AND DETERMINE SEQUENCING OF TEMPORARY AND PERMANENT SOIL DISTURBING ACTIVITIES ON ALL PORTIONS OF THE SITE. PRIOR TO THE BEGINNING OF ANY PHASE, THE CONTRACTOR SHALL INSTALL EROSION AND SEDIMENT CONTROL ITEMS AS DESCRIBED IN THE CONSTRUCTION DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SEEDING, MULCHING AND WATER AS SOON AS POSSIBLE FOR AREAS OF THE SITE WHERE CONSTRUCTION HAS TEMPORARILY CEASED BUT IN NO CASE SHALL THE TiME BE GREATER THAN FOURTiEN (14) DAYS. INSTALLATION OF THE INFRASTRUCTURE AND EARTHWORK, AS SHOWN ON THE PLANS MAY REQUIRE DEWATERING PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DISCHARGING THE DEWATERING FLOW TO A TEMPORARY SETTLINGS BASIN SUCH AS AREAS CREATED BY STAKED HAY BALES IN DRY GRASSED SWALES OR OTHER SIMILAR SETTLING AREAS, HOWEVER, AT NO TiME SHALL THE CONTRACTOR DISCHARGE DEWATERING FLOW DIRECTLY TO WETLAND AREAS. EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED THROUGHOUT CONSTRUCTION AND MAY BE REMOVED ONLY WHEN PERMANENT STABILIZATION IS ESTABLISHED AND THE OWNER APPROVES THE REMOVAL A. EROSION AND SEDIMENT CONTROLS: (1) STABILIZATION PRACTICES TO BE IMPLEMENTED: STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE SHALL THE TiME BE GREATER THAN FOURTEEN (14) DAYS AFTER THE CONSTRUCTION ACTIVITY HAS TEMPORARILY OR PERMANENTLY CEASED. ALL DISTURBED AREAS WILL BE SEEDED AND MULCHED OR SODDED FOLLOWING CONSTRUCTION. (2) STRUCTURAL PRACTICES WILL INCLUDE: ROCK BEDDING AT CONSTRUCTION EXIT STAKED SILT FENCES B. OTHER CONTROLS: (1) WASTE DISPOSAL: THE CONTRACTOR WILL PROVIDE LITTER CONTROL AND COLLECTION WITHIN THE PROJECT BOUNDARIES DURING CONSTRUCTION ACTIVITIES. ALL FERTILIZER, HYDROCARBON, OR OTHER CHEMICAL CONTAINERS SHALL BE DISPOSED OF BY THE CONTRACTOR ACCORDING TO ERA'S STANDARD PRACTICES AS DETAILED BY THE MANUFACTURER. NO SOLID MATERIALS INCLUDING BUILDING AND CONSTRUCTION MATERIALS SHALL BE DISCHARGED TO WETLANDS OR BURIED ON -SITE. (2) OFF -SITE VEHICLE TRACKING: OFF -SITE VEHICLE TRACKING WILL BE CONTROLLED BY THE FOLLOWING METHODS: LOADED HAUL TRUCKS TO BE COVERED WITH TARPAULIN. EXCESS DIRT ON ROAD REMOVED DAILY. STABILIZED CONSTRUCTION ENTRANCE THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTING AND MAINTAINING STABILIZED CONSTRUCTION ENTRANCES WHEN ENTERING OR EXITING ONTO PUBLIC ROAD. THE CONTRACTOR'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR MODIFYING THE SYSTEM OR PROCEDURES AS NEEDED AND AS APPROVED BY THE OWNER. (3) SANITARY WASTE: ALL SANITARY WASTE WiLL BE COLLECTED FROM PORTABLE UNITS BY A LICENSED SANITARY WASTE MANAGEMENT CONTRACTOR AS REQUIRED BY STATE REGULATION. (4) FERTILIZERS AND PESTICIDES: FERTILIZERS AND SOIL STERILIZERS WILL BE USED ON THIS PROJECT IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AT THE DISCRETION OF THE CONTRACTOR WITH COORDINATION OF THE OWNER. (5) NON- STORMWATER DISCHARGE (INCLUDING SPILL REPORTING): A. THE CONTRACTOR WiH PROVIDE THE DEVELOPER / APPLICANT WITH AN EROSION CONTROL PLAN THAT WILL INCLUDE SPILL REPORTING AND RESPONSE. B. APPROVED STATE, LOCAL PLANS, OR STDRMWATER PERMITS: SEE ATTACHED PERMITS. (6) STORAGE, APPLICATION, GENERATION, AND MITIGATION OF TOXIC SUBSTANCES: (A) ALL TOXIC SUBSTANCES ARE TO BE STORED, APPLIED, GENERATED, OR MITIGATED IN ACCORDANCE WITH THE CRITERIA OF THE APPROPRIATE REGULATORY AGENCIES DESIGNED THE SIGNATURE OF THE QUALITY CONTROL OFFICER IN THIS SPACE RAH INDICATES THAT ALL REQUIRED DRAWN PERMITS HAVE BEEN OBTAINED RAH AND THAT CONSTRUCTION IS CHECKED AUTHORIZED TO COMMENCE. E O.C. EXCAVATE 1a 1 MAX. 10" MIN. SLOPE Ii /—TOUBLE SILT FENCE TYPE 111® OT WINDEX 102 (FOOT TYPE III SILT FENCE ► • USED. ADDITIONAL STAKES SHALL BE SPACED EVENLY AROUND THE PERIMETER OF THE INLET A MAXIMUM OF 3 FEET APART, AND SECURELY DRIVEN INTO THE GROUND, APPROXIMATELY 18 INCHES DEEP. THE FABRIC SHAH BE ENTRENCHED 12 INCHES AND BACKFII I ED WITH CRUSHED STONE OR COMPACTED SOIL FABRIC AND WIRE SHALL BE SECURELY FASTENED TO THE POST, AND FABRIC ENDS MUST BE OVERLAPPED A MINIMUM OF 18 INCHES OR WRAPPED TOGETHER AROUND A POST TO PROVIDE A CON11NUOUS FABRIC BARRIER AROUND THE INI FT. THE TRAP SHALL BE INSPECTED DAILY AND AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. SEDIMENT SHALL 13E REMOVED WHEN THE SEDIMENT HAS ACCUMULATED TO ONE—HALF THE HEIGHT OF THE TRAP. SEDIMENT SHALL NOT BE WASHED INTO THE INLET. IT SHALL BE REMOVED FROM THE SEDIMENT TRAP AND DISPOSED OF AND STABIUZED SO THAT IT WILL NOT ENTER THE INLET. PREPARED FOR, DESIGN FmLORIDA CONSI It INC. ENGINEERS, ENVIRONMENTALISTS, SURVEYORS 8 PLANNERS 3030 Starkey Blvd, New Port Richey FL 34655 Tel, (727) 849 -7588 - Fax, (727) 848 -3648 INLET SEDWENT TRAP FILTER FABRIC WITH U.T.S. � L LAKESIDE ENTERPRISES, 2165 GULF TO BAY BLVD. CLEARWATER, PHONE, 644-7886 SHEET DESCRIPTION, s i` 1 ., O, WOOD: W O o r r M �z r � OPTIONAL POST POSITIONS ®-20•'°�— PRINCIPAL POST POSITION UI "(CANTED 20° TOWARD FLOW) E , FILTER FABRIC (IN CONFORMANCE WITH SEC. 985 FDOT SPEC.) i a 4 D SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT CERTIFICATION CONSTRUCTION SURFACE WATER MANAGEMENT PLAN (CSWMP) LAKESIDE AT CLEARWATER 1. THE CSWMP CONSISTS OF PLAN SHEETS 12 AND 13 SHOWING EROSION PROTECTION DEVICES TO BE UTILIZED ON THE PROJECT, TOGETHER WITH EROSION PROTECTION DETAILS SHOWN ON THIS SHEET AND THE EROSION AND SEDIMENT CONTROL NOTES ON SHEET 2. 2. THE APPLICANT /OWNER OR AUTHORIZED AGENT HAS REVIEWED THE CSWMP AND HAS SIGNED THE CSWMP WHERE REQUIRED BELOW. 3. THE CSWMP SHALL BE PART OF THE FINAL CONSTRUCTION PLANS FOR THE PERMITTED SURFACE WATER MANAGEMENT SYSTEM. SIGNATURE: NAME: Andrews B. Ingersoll DATE: _ APPLICANT El OWNER AUTHORIZED AGENT (SITE CONTRACTOR) ❑ ❑ REVISIONS -m E 0 C0 E W a. c a� 39 0 0 41 '3 -0 0 u v O Q_ 0 0 w U) w 0 c 4 E m a� Q G 0 u c v V) Cn c 6 v 0 u c vi G 2 D U) c 0 0 c CA tU v v_ .o O O O N s m O_ O 0 291