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HDA 405 & 415 Coronado Drive (Parcel C) - Traffic Impact StudyTRAFFIC IMPACT STUDY FOR MAINSTREAM HOTEL "C" HAMDEN DRIVE CLEARWATER, FLORIDA PREPARED FOR: MAINSTREAM PARTNERS VIII, LTD. PREPARED BY: GULFCOAST CONSULTING, INC. MAY 2014 Robert Pergolizzi, AICP / PTP AICP #9023 / PTP #133 I. INTRODUCTION The applicant is proposing to redevelop their property on Clearwater Beach into a 166 room resort hotel with ground level retail space. (See Figure 1) This analysis is for Hotel Building "C" which will be located between Hamden Drive and Coronado Drive along the south side of 5th Street. The redevelopment of the property is the subject of a Comprehensive Infill Redevelopment in the Tourist "T" zoning district. This application requires an assessment of the traffic impacts of development. This analysis is a major revision to an analysis conducted in 2012 per a methodology established with the City of Clearwater staff. II. EXISTING TRAFFIC CONDITIONS The Hotel "C" property has frontage on Hamden Drive and 5th Street and vehicular access will be taken from both roads. South Gulfview Boulevard is a two -lane collector roadway with on- street parting running along Clearwater Beach. Coronado Drive is a threc- lane collector roadway with on- street parking except for a short segment between Devon Drive and S, Gulfview Boulevard which is 4 -lanes undivided. Hamden Drive intersects with S. Gulfview Boulevard at a signalized intersection. The segment of S. Gulfview Boulevard between Hamden Drive and the Clearwater Pass bridge is three lanes with a small portion being 4 -lanes between Hamden Drive and Bayway Boulevard. Per the approved methodology traffic counts that were were conducted on June 21, 2012 at the following intersections during the weekday PM peak period of 4 -6 PM were used as a basis for this study. S. Gulfview Blvd. / Hamden Drive (signal) S. Gulfview Blvd. / Coronado Drive (signal) Coronado Drive / Hamden Drive Coronado Drive / 5th Street Hamden Drive / 5th Street Hamden Drive / Brightwater Drive All traffic counts were converted to annual average equivalents using FDOT seasonal adjustment factors. Existing traffic volumes are shown in Figure 2. Existing intersections were analyzed using the HCS+ and SYNCHRO software. The count data, HCS+ and SYNCHRO printouts are included in Appendix A. Presently the signalized intersection at S. Gulfview Boulevard / Coronado Drive operates at LOS A with average delay being 6.6 seconds per vehicle and an intersection capacity utilization (ICU) of 42.5 %. Presently the signalized intersection at S. Gulfview Boulevard / Hamden Drive operates at LOS A with average delay being 5.7 seconds per vehicle with ICU of 41.8 %. uz f 1� 0 = TRAFFIC SIGNAL �i d� LO DEVON DR. 228 J t I n L7 4 a S77 Sg- i N 23 VPH TWO -WAY (11 EB, 12 WO) 732 VPH TWO -WAY (355 NB, 377 SIP) EXISTING PM PEAK HOUR TRAFFIC 14 -011 DATE: FIGURE: Gulf Coast Consulting, Inc. Land Development Consulting 2/2014 ENGINEERING TRAMMItTATION PLANMG PERMITPIlIG �. J3225ICOT BLVD„ SiITFE 6D5 Clearavater, Florida 33760 DRAWN BY: Phone': (727) 524-1818 Fax: (727) 524-6090 www -g ui£constcark,%ultingina.cdm G J S At the intersection of Hamden Drive / Coronado Drive the primary movements are eastbound -to- southbound and northbound -to- westbound, whereas the southbound approach (Hamden Drive) is stop controlled. The HCS+ analysis shows the primary movements operate at LOS A with delay of 8.2 seconds per vehicle and the southbound stop - controlled movements operate at LOS C with delay of 16.6 seconds per vehicle. At the Coronado Drive / 5th Street intersection, 5th Street is the stop - controlled minor street. Northbound /southbound left turns operate at LOS A with average delay of 8.1 seconds, the eastbound approach operates at LOS C with average delay of 17.5 seconds and the westbound approach operates at LOS B with average delay of 11.7 seconds. At the Hamden Drive / 5th Street intersection, 5th Street (eastbound) is the stop controlled minor street. Northbound left turns operate at LOS A with average delay of 7.4 seconds, and the eastbound approach operates at LOS A with average delay of 9.1 seconds. At the Hamden Drive / Brightwater Drive intersection, Brightwater Drive is the minor stop - controlled street. Northbound left turns operate at LOS A with 7.3 seconds average delay, southbound left turns operate at LOS A with average delay of 7.5 seconds, the eastbound approach operates at LOS B with 10.2 seconds average delay, and the westbound approach operates at LOS A with 9.6 seconds average delay. South Gulfview Boulevard functions as collector roadway and according to FDOT 2009 QLOS Handbook capacity tables has a LOS D capacity of 1,440 vehicles per hour on the undivided segment. The segment of Gulfview Boulevard east of Hamden Drive and Coronado Drive are both three -lane collector roads with a LOS D capacity of 1,520 vehicles per hour and 2,175 vehicles per hour on the 4 -lane portions. Hamden Drive north of the Y- intersection with Coronado Drive is a two -lane city roadway with an estimated LOS D capacity of 1,040 vehicles per hour. The existing PM peak hour LOS for areas roadway segments is shown below: EXISTING ROADWAY CONDITIONS (2014) 2 PM Peak LOS D Roadway Se n-tent Lanes Volume Capacity LOS S. Gulfview (E. of Bayway) 3 -lanes 878 1520 B S. Gulfview (Bywy -Hadn) 4- lames 1080 2175 C S. Gulview (Hamden -5th) 2LU 493 1440 B S. Gulfview (5th -- Coronado)2LU 611 1440 B Coronado (Hamden 5th) 2LD 650 1520 B Coronado (5th — Brightwater) 2LD 717 1520 B Coronado (Devon Dr - S. Gulfview) 4LU 967 2175 C 2 Coronado (Gulfview to Roundabout) 4LD 1556 2900 C Hamden (S. Gulfview- Coronado) 2LD 732 1520 B Hamden (Coronado — 5th) 2LU 116 1040 B Hamden (5th --- Brightwater) 2LU 116 1040 B Hamden (N. of Brightwater) 2LU 133 1040 B Presently all roadway segments operate at LOS C or better which indicates acceptable levels of service and traffic operations. III. FUTURE TRAFFIC CONDITIONS Existing traffic was adjusted by a 2% annual growth rate to the expected build -out year of 2017 to account for background traffic from other nearby redevelopment projects. In addition, traffic from several approved developments was added as background traffic; these include the proposed Hampton Inn #655 S. Gulfview, the proposed Clearwater Beach Resort at the corner of S. Gulfview and Coronado, the Sea Captain redevelopment at #40 Devon Drive, the Gulfview Hotel at #625 S. Gulfview, the Entrada Hotel at #521 S. Gulfview Marquesas at 4715 S. Gulfview, and Mainsteam Hotel "A" and Hotel "B" Background traffic volumes are shown in Figure 3. The site will be developed as a 144 room resort hotel. Using Institute of Transportation Engineers (ITE) Trip Generation, 91h Edition rates, the amount of new trips was calculated and estimates are shown below: TRIP GENERATION ESTIMATES (Hotel "C ") Land Use Amount Daily Trips PM Peals Trip Resort Hotel 166 Rooms 1,356 82(35/47) The vehicular access will be taken from Hamden Drive and 511' Street via two separate driveways. The expected distribution is shown in Figure 4 and is as follows: 60% to / from the north (50 PM peak hour trips) 40% to / from the south (32 PM peak hour trips) The projects impacts to the surrounding roadway system is shown below: PROJECT IMPACT CALCULATIONS 3 Project Road Segment Lanes Project Trips Capacity Percent S. Gulfview (E. ofBayway) 3 -lanes 32 1520 2.11% S. Gulfview (Bywy -Hmdn) 4 -lanes 32 2175 1.47% Coronado (5`h — Devon) 2LD 50 1520 3.29% 3 W r-; 0– TRAFFIC SIGNAL fryl to 0 I 373 I 345 - 33m -4 h 1 DEVON DR. 1456 VPH TWO –W(789 m a 739 ti NB, 667 SB 8— 2 i 2ND ST. 3RD ST. '0 �N 5TH ST. J I L_ 0 I W I —11 I 2 --- 3� tol -4 I °� a JIL 1 I I' m a 739 ti 8— 2 i 7c4 {1] I� '0 �N 5TH ST. J I L_ 0 I W I —11 28A 2 --- 3� tol n o �0 —243 �� m a 739 ti BRIGIITWAT ER DR. BAYSIDE DR. 4 ass�.1 1 f 284 N T �� 313 J I 0M j ` 436 —243 2�0: m a 739 ti 1018 VPH TWO -WAY (498 NB, 520 SB) BLVD — 581 630— N DACKGROUND PM PEAK HOUR TRAFFIC HOTEL "C" 2017 } PROJECT NO: { 14 -011 DATE: FIGURE: Gulf Coast Consulting, Inc. 141&%. "' Land Development Consulting 5/2014 INGIrIEIMC TRANSPORTATION PLANNING PUUMTTING A 13825ICOT BLVD., SUITE 605 Clearwater, Florida 33760 DRAWN BY: Phone: (727) 524 -1818 Fax: (727) 524 -6090 3 wwtw.gulfcoasteonsultingine.com G J 5 0 = TRAFFIC A. » , PROTECT NO I PROJECT TRAFFIC DISTRIBUTION HOTEL C � -- 14011 DATE: FIGURE: Gulf Coast Consulting, Inc. �� Land Development Consulting EliG09SSa[V1G TRAMORTATION PLQMG PRnhffrnNG 5/2014 A 13825 ICOT BLVD., SUITE 665 4 DRAWN BY: Cteanvater, Florida 33756 Phone' (727) 524 -1818 Fax: (727) 524 -5046 Www.gill_fcoasteon»g ltingine -com (+ r G J J Coronado (Devon - S. Gulfview) 4LU 50 2175 2.29% Coronado (Gulfview -- Roundabout) 4LD 50 2900 1.72 %( Hamden (Gulfview -- Coronado) 2LD 32 1520 2.11% Hamden (Coronado — Project0 2LU 32 1040 3.07% Project traffic impacts will be primarily to Hamden Drive. Project traffic was added to accumulated background traffic for a build -out of 2017. All intersections, roadway segments and project driveways were analyzed for future conditions. Future traffic volumes are shown in Figure 5, and the SYNCHRO and HCS+ printouts are included in Appendix B. The signalized intersection at S. Gulfview Boulevard / Coronado Drive would continue to operate at LOS A with average delay of 7.1 seconds per vehicle and an intersection capacity utilization (ICU) of 54.0 %. The signalized intersection at S. Gulfview Boulevard / Hamden Drive would operate at LOS B with average delay being 12.0 seconds per vehicle with ICU of 55.3 %. Traffic from the Entrada Hotel at #521 S. Gulfview requires split -phase operation of this traffic signal. At the intersection of Hamden Drive / Coronado Drive, the HCS+ analysis shows the primary movements operate at LOS A with delay of 8.7 seconds per vehicle and the southbound stop - controlled movements operate at LOS D with delay of 29.2 seconds per vehicle. At the Coronado Drive / 5t" Street intersection, northbound and southbound left turns would operate at LOS A, the eastbound approach would operate at LOS D with average delay of 27.9 seconds and the westbound approach would operate at LOS B with average delay of 12.1 seconds. At the Hamden Drive / 5th Street intersection, northbound left turns would operate at LOS A, and the eastbound approach would operate at LOS A with average delay of 9.2 seconds. At the Hamden Drive / Brightwater Drive intersection, northbound and southbound left turns would operate at LOS A the eastbound approach would operate at LOS B with 10.8 seconds average delay, and the westbound approach would operate at LOS A with 9.9 seconds average delay. At Hamden Drive / Drive A northbound left turns would operate at LOS A with 7.4 seconds average delay and the eastbound exiting movements would operate at LOS A with average delay of 8.8 seconds from a shared lane. At 5th Street / Drive B (north driveway) which aligns with Drive B of Hotel `B" all movements would operate at LOS A with minimal delay. 4 D /h nr �l BRTGHTWATER DR. BAYSIDE DR. 693 25� - 4 6 i w-1 F 11 �No 1050 VPH TWO-WAY (512 NB, 538 SB) BLVD —595 648 -- N FUTURE PM PEAK HOUR TRAFFIC HOTEL "C" (2017) 14011 DATE: FIGURE: Gulf Coast Consulting, Inc. Qr. Land Development Consulting 5/2014 ENGENIMMG TRAN9011TATION PLANNING PERMTTPIRG 13825ICOTBLVD., SUITE 605 DfU1WN 13Y: Clearwater, Florida 33760 Phone. (727)524-1 819 Fax: (727) 524-6094 5 V"v .° ,,fc>astconsutsingrinexom G J S N7 h h h r'7 to —373 11 345— `1 334-1 om 11 .- W DEVON DR. 1506 VPH TWO -WAY (818 NB, 688 SB) 2ND ST. 3RD ST. W n p a JAI_ 8 � `11 F 8° 2� NN }, N � I o � a 4 4 [p 5TH ST. 4 L o ■ _J _1 28A 71 F• 5-J 11 2— ooao 912-1 3� rn 91) 0n (psi "o� ■ 4 463 28g N h ry r � I n 00 373 � t � � 450 h O DRIVE A i - � 243 -1 wommmmm 43 270 1 v� \ e = TRAFFIC SIGNAL BRTGHTWATER DR. BAYSIDE DR. 693 25� - 4 6 i w-1 F 11 �No 1050 VPH TWO-WAY (512 NB, 538 SB) BLVD —595 648 -- N FUTURE PM PEAK HOUR TRAFFIC HOTEL "C" (2017) 14011 DATE: FIGURE: Gulf Coast Consulting, Inc. Qr. Land Development Consulting 5/2014 ENGENIMMG TRAN9011TATION PLANNING PERMTTPIRG 13825ICOTBLVD., SUITE 605 DfU1WN 13Y: Clearwater, Florida 33760 Phone. (727)524-1 819 Fax: (727) 524-6094 5 V"v .° ,,fc>astconsutsingrinexom G J S Expected roadway conditions with the project in impacts are shown below: FUTURE ROADWAY CONDITIONS WITH PROJECT (2017) All roadway segments would continue to operate at LOS C or better. IV. CONCLUSION This analysis was conducted in accordance with a methodology established with City of Clearwater staff. Mainstream Hotel "C" would generate 1,356 daily trips of which 82 would occur during the PM peak hour. This analysis demonstrates traffic operations at nearby intersections and on adjacent roadways would continue at acceptable levels of service with or without the project impacts. 5 PM Peak LOS D Roadway Segment Lanes Volume Capacity LOS S. Gulfview (E of Bayway) 3 -lanes 1243 1520 C S. Gulfview (Bywy -Hmdn) 4 -lanes 1341 2175 C S. Gulview (Hamden -5th) 2LU 597 1440 B S. Gulfview (5th Coronado) 2LU 718 1440 B Coronado (Hamden -- 5"') 2LD 875 1520 B Coronado (5th — Brightwater) 2LD 1012 1520 C Coronado (Brtwtr. — Devon) 2LD 1028 1520 C Coronado {Devon. - Gulfview) 4LU 1506 2175 C Coronado (Gulfview to Roundabout) 4LD 2202 2900 C Hamden (S. Gulfview- Coronado) 2LD 1050 1520 C Hamden (Coronado —Project) 2LU 189 1040 B Hamden (Project -5th ) 2LU 172 1040 B Hamden (5th- Brtwtr) 2LU 170 1040 B Hamden (N. of Brightwater) 2LU 190 1040 B All roadway segments would continue to operate at LOS C or better. IV. CONCLUSION This analysis was conducted in accordance with a methodology established with City of Clearwater staff. Mainstream Hotel "C" would generate 1,356 daily trips of which 82 would occur during the PM peak hour. This analysis demonstrates traffic operations at nearby intersections and on adjacent roadways would continue at acceptable levels of service with or without the project impacts. 5 APPENDIX A Lanes, Volumes, Timings 3: 2/14/2014 Lane Configurations 4f fit r Volume (vph) 278 `11 V. 513..::.:.:..4.43. 322 Ideal Flow (vphpl) 1900 1900 1.900 1900 1900 1900 Storage Length (ft) 500 500 500 0 Storage Lanes 1 0 0 1 Taper Le-ngth.(ff) Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 P Bike' Factor .::. 0.97 0.95 Frt 0.994 0.850 At Protected 6.954 Satd. Flow (prot) 3427 0 D 3539 3539 1583 Fit Permitted 0.954 Said. Flow (perm) 3322 0 0 3539 3539 1502 Right Turn. on Red.! No Yes Satd. Flow (RTOR) 354 Link Speed (mph) 20 25 > '25 Link Distance (ft) 331 260 350 Travel Time (s) 11:3 7.1 . 9.5 Confl. Peds. ( #Ihr) 17 33 17 Peak Hour.Factor 0.91 0:91 0.91 0.91 0.91 0.91 Ad) Flow (vph) 305 12 0 564 487 354 Shared Lane Traffic ( %) Lane Group Flow (vph) 3 0 0 5.64 487 354 Enter Blocked Intersection : No No Na `.No No Na Lane Alignment Left Right Left Left Lett Right Median 1Ndth(ft) 24 D 0 Link Offset(ft) 0 0 0 Crosswalk Widtt(ft) 16 16 16 Two way Left Turn Lane Headway;, actor :` 1.00 1:00 1.00 1;00 100 1.00 Turning Speed (mph) 15 9 15 9 Number.ot.Detectors _ 1 1 _. 2 2 1 Detector Template Left Left Thru Thru Right Leading Petector(ft) 20 20 100 10D 20 Trailing Detector (ft) 0 0 0 0 0 betector 1:Position(ft) 0 D 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector %, Type :: :.CI +Ex.: CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1..Exiend (s) 0.0 0 0 0.0 - 0.0- 0.0 Detector 1 Queue (s) 0.0 0.0.. ©0 0.4 6.0 lay Detector I De(s) 0.0 0,01 0.0 ,i "0.0 0,0 Detector 2 Position(ft) 94 94 Detector: 2.Size(ft);; 6 6. Detector 2 Type CI +Ex CI +Ex Detector 2: Channel ......... ........ Detector 2_Extend (s) 0.0 0.0 turn Type NA Perm NA NA Perm Protected Phases 4 2 6 Gulfview Coronado Existing 2014 2/14/2014 EXISTING - PM PEAK HOUR Synchro 8 Report RP Page 1 Lanes, Volumes, Timings 3; 2/14/2014 rermittea 0A 4 06 Detector Phase 4 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 MJ him um.Split (s): 2Q,0 20,0 20.0 20.0 `20.0 Total Split (s) 25.0 35.0 35.0 35.0 35.0 Total Split.( %) 41:7% Maximum Green (s) 21.0 31.0 31.0 31.0 31.0 Yellow Tine (s) 3.0 3 0 3 0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 LostTime Adjust (s) 0.0 0.0 0,0: 0.0 Total Lost Time (s) 0 4.0 4.0 4.0 Lead /Lag: Lead -Lag Optimize? Vehicle Extension (5). 3.0 3.0 :3.0.. 3.0 3.0 Recall Mode None Max Max Max Max ►Valk Time (s) 5:0 5.0..:..:: .::5.0 510 . 5.0.::::::..:. Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( #Ihr) D 0 Q. 0 0 Act Ef€ct Green (s) 9.9 32.6 32 6 32 6 .0.65 Rcfuated`gIG Ratio 0.20 0.65 0.65.: v/c Ratio 0.47 0.25 0.21 0.32 Control Delay 20.0 :4.4..: 4,3 15 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20:0 .4 .4 4.3 1.5 LOS B A A A Approach Delay :: 20:0 4.4 31 . . Approach LOS B A A me�s a�. Area Type: Other Cycle Length: 60 Actuated Cycle Length 50.5 Natural Cyclo. 40 ''. Control Type: Semi Act- Uncoord Maximumy /c Ratio, OAT. Intersection Signal %-elra y 6 6 Intersection Capaci1iraf n 42.5% Intersection LOSA ICU e2 vel of eSerr,; e.A Analysis Period (min) 15 Splits and Phases: 3: 1402 0A 4 06 Gulfview Coronado Existing 2014 2/14/2014 EXISTING - PM PEAK HOUR Synchro 8 Report RP Page 2 Lanes, Volumes, Timings --, '-- A, \r 4/ 2114/2014 � v - Lane Configurations`'' Volume (vph) 39 228 206 3.11 335 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor. 0.9.5 0.95 1.0.0 1.00 0.97 0.95 Ped Bike F_ actor 0.99 0.80 1.00 Frt 0.850 0.992 Flt Protected 0.993 0.955 Sattl, Flaw (prof) 0 3514 :1863 1583 3415 0 Flt Permitted 0.897 0.955 Satd. Flow. (perm) 0 3129 1.863 . 1273 =3415 0 Right Turn on Red Yes Yes Satd Flow (RTOR) 331. 86 Link Speed (mph) 25 25 25 Link Distance (ft) 300 500 300 Travel Time (s) 8.2 13.6 82 Conti. Peds: (#}IFir) ' 82 82 11 Peak Hour Factor 0.94 0.944 0.94 0.94 0 94 0.94 Adj.: Flow;(vph) 41 243 219 331 ;356 21 Shared Lane Traffic ( %) Larne Group Flow (vph) " `: 0 284.. 2119. 331 377 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left .Right Median Width(ft) 0 0 24 6 n 0 Offset(ft) 0 Crosswalk Width(ft) 16 16 16 Two way. Left Turri. Lane...':` Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 " Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru" Right Left, Leading Detector (ft) 20 100 100 20 20 Trailing Detector;(ft) . 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) :. 20 6 6 20 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector I. Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 betector 1 Queue.(s) 0.0 0 .0 .0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 9.4 94 Detector 2 Sze(ft) 6 6 Detector 2 :Type CI +Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm +pt NA NA Perm NA Protected Phases 7 4 8. 6 Permitted Phases 4 8 Detector Phase 7 4 8 8 6 Switch Phase Gulfview Hamden Existing 2014 2/14/2014 EXISTING PM PEAK HOUR Synchro 8 Report RP Page 1 Lanes, Volumes, Timings 3: 2/14/2014 mi n irnuminitia.itsj: 4.0 4.0 4.0 4.0 41U Minimum Split (s) 8.5 20.0 20.0 20.0 20.0 Total SpIiC (s) 15.0 35.0 20.0 ..::20.0. 35.0 . Total Split { %) 21.4 % 50.0% 28.6% 28.6% 50.0% Maximum Green (s) 10.5 31.0 16.0 9610 31.0 Yellow Time (s) 3.5 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 110 Lost Time Adjust (s) 0.0 0 0 0 0 0.0 Total Lost Time (s) 40 4 0 4 0 4.0 Lead /Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min. Min Min Done Walk Time (s) 5.0 5.0 5.0 5 0 f lash Dori Walk'(s) 11:.0 11.0 11 .0 1:1,0. Pedestrian Calls ( #Ihr) 0 0 0 0 Act Effct Green (s) ; 10.4 10.4 1.0.4 .::.:::::7.9... Actuated g/C Ratio 0.39 0.39 039 0.30 ulc Ratio -.0,23 _. 0.30.. 4:47 .::.:.0.35 Control_ Delay 6.0 6.9 3 4 6 8 Queue Delay 00 0.0 0.0 0.0 Total Delay 6.0 6.9 3.4 6.8 LOS A A A A Approach Delay 6.0 4.8 6.8 Approach LOS.... A :A A Solits and Phases: 3: 11006 .k -�*04 � o! -* -p8 _...:. .. .. 1 :.. :9. ... Gulfviow Hamden Existing 2014 2/14/2014 EXISTING PM PEAK HOUR Synchro 8 Report RP Page 2 Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY [General Information ISite Information Analyst RP enc ICo, GCC Date Performed 2194194 Analysis Time Period PM Peak Project Description EastfWest Street: CORONADO DR Intersection Orientation: East -West Vehicle Volumes and Adjustments Major Street Movement 1 2 Volume veh /h L T Volume veh/h) 4 349 Peak -Hour Factor, PHF 0.99 0.91 Hourly Flow Rate, HFR vehlh 4 383 Percent Heavy Vehicles 9 -- Median Type N RT Channelized T 0 Lanes 0 2 Confrrauration I LT T 0 ILAPPI ueiay kwvtal11 -- -- pproach LOS I -- -- 'onvriaht O 2007 Universitv of Florida. All Rights Reserved Page 1 of 1 Intersection L 0 Volume veh /h Analysis Year 2094 EXISTING Peak -Hour Factor, PHF 0.91 0.97 Hourly Flow Rate, HFR vehlh 0 0 Percent Heavy Vehicles 9 0 Percent Grade ( %) 0 Flared Approach 6 N Storage T 0 RT Channelized jueue length ILAPPI ueiay kwvtal11 -- -- pproach LOS I -- -- 'onvriaht O 2007 Universitv of Florida. All Rights Reserved Page 1 of 1 Intersection 0 0 guration Analysis Year 2094 EXISTING F, queue Length, and Level of Service )ach Eastbound Westbound ment 1 4 Configuration LT 3 Wh) 4 6 (vehlh) 1937 T R 0.00 jueue length 0.01 0.91 of Delav (slveh) 8.2` 0.99 ILAPPI ueiay kwvtal11 -- -- pproach LOS I -- -- 'onvriaht O 2007 Universitv of Florida. All Rights Reserved Page 1 of 1 Intersection CORONAD DR 1 HAMDEN DR Jurisdiction CLEARWATER Analysis Year 2094 EXISTING file: / / /C:/ Users/ rpergolizzi /AppData/Local/Temp /u2kC8A9.tmp 2/14/2014 �Jorth /South Street: HAMDEN DRIVE 3tudy Period hrs . 0.25 Westbound 3 4 5 6 R L T R 294 61 0.91 0.97 0.99 0.99 0 0 323 67 -- 0 -- Two Way Loft Turn Lane 0 0 0 0 1 0 TR 0 Southbound 9 10 11 12 R L T R 28 3 0.99 0.97 0.91 0.91 0 0 30 3 1 0 1 1 0 N 0 0 0 0 0 1 0 TR Northbound Southbound 7 8 9 10 11 12 TR 33 343 0.90 0.32 16.6 C 16.6 C Nr.S +TM Varcinn r-3 General~ ed °2r1AQ1U4) 8:47 AM file: / / /C:/ Users/ rpergolizzi /AppData/Local/Temp /u2kC8A9.tmp 2/14/2014 Two -Way Stop Control Page 1 of 1 Copyright O 2007 University of Florida, All Rights Reserved HCS T6` rsion 5.3 Generated, ,?/1412W4 '8:49 AM file: / / /C:/ Users /rporgolizzi/AppData/Local /Temp /u2kFC75.tmp 2/14/2014 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period Project Description RP GCC 2114114 PM PEAK Intersection Jurisdiction Analysis Year CORONADO DR 15TH ST CLEARWATER 2014 EXISTING East/West Street: 5TH STREET North / Soufh Street: CORONADO DRIVE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 0 318 0 13 331 25 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR veh /h 0 349 0 13 355 26 Percent Heavy Vehicles 1 -- -- 1 -- -° Median Type Undivided RT Channelized 0 0 Lanes 7 7 0 1 1 0 Configuration I L TR L TR Upstream Signal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 25 2 3 1 0 5 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR veh /h 26 2 3 1 0 5 Percent Heavy Vehicles 1 0 0 1 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh /h) 0 13 6 31 C (m) (veh /h) 1146 1173 541 318 v/c 0.00 0.01 0.01 0.10 95% queue length 0.00 0.03 0.03 0.32 Control Delay (s /veh) 8.1 8.1 11.7 17.5 LOS A q - -- _ -. g C Approach Delay (s /veh) Approach LOS -- - a 6 i C Copyright O 2007 University of Florida, All Rights Reserved HCS T6` rsion 5.3 Generated, ,?/1412W4 '8:49 AM file: / / /C:/ Users /rporgolizzi/AppData/Local /Temp /u2kFC75.tmp 2/14/2014 Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY General information ISite Information Analyst RP Agency/Co, GCC Date Performed 2114114 Analysis Time Period PM Peak Intersection HAMDEN DR /5TH STREET urisdiction CLEARWATER nal sis Year 2014 EXISTING Project Description MAIINSTREAM HOTEL file: / / /C:/ Users /rpergolizzi /AppData/Local /Temp /u2kA685.tmp 2/20/2014 Project Description MAIINSTREAM HOTEL EastfWest Street: 5TH STREET North /South Street: HAMDEN DRIVE Intersection Orientation: North -South JStudly Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 10 68 35 2 Peak -Hour Factor, PHF 0.74 0.74 1.00 1.00 0.74 0.74 Hourly Flow Rate, HFR vehlh 13 91 0 0 47 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 Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 5 6 Peak -Hour Factor, PHI; 0.74 1.00 0.74 1.00 1.00 1.00 Hourly Flow Rate, HFR vehlh 6 0 8 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 0 0 0 0 Configuration LR Delay, Queue Length, and Love[ of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vehlh) 13 14 C (m) (vehlh) 1530 887 A 0.01 0.02 95% queue length j J'6.,w 0.05 Control Delay (s /veh) �., 7.4 "., 9.1 LOS A A pproach Delay (slveh) ' -- 9. pproach LOS A Copyright © 2007 University of Florida, All Rights Reserved HCS + Version 5.3 Generatei:�2I201201�4� 4:11 PM file: / / /C:/ Users /rpergolizzi /AppData/Local /Temp /u2kA685.tmp 2/20/2014 Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General Information Site Information Page 1 of 1 Project Description MAINSTREAM HOTEL Intersection HAMDEN DR/ BRIGHTWA TER DR Analyst RP Agency/Co. GCC Jurisdiction CLEARWATER Date Performed 2114114 Analysis Year 2014 EXISTING nal sis Time Period PM Peak IStudy Period hrs : 0.25 Project Description MAINSTREAM HOTEL EastANest Street: BRIGHTWATER DR NorthlSouth Street: HAMDEN DRIVE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 3 83 2 10 25 1 Peak -Hour Factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 Hourly Flow Rate, HFR veh /h 3 109 2 13 32 1 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 0 1 0 Configuration LTR LTR Upstream Signal L 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 7 7 2 1 4 7 Peak -Hour Factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 Hourly Flow Rate, HFR veh /h 9 9 2 1 5 9 Percent Heavy Vehicles 1 1 1 1 1 1 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh /h) 3 13 15 20 C (m) (veh /h) 1541 1443 793 707 vic 0.00 0.01 0.02 0.03 95% queue length 0.01 0.03 0.06 0.09 Control Delay (slveh) 7.3 7.5 9.6 10.2 LOS A A A B Approach Delay (slveh) -- -- 9.6 10.2 Approach LOS -- -- A B ^. Hn hf !d gnn7 i inivarcifv of Plnridn All Ririhte RaGarvarl "(- QJM'Af ­ii r z Generated' . 2/14/2014 10'46 AM file:// /C JUsers/ rpergolizzi /AppData/Local/Temp /u2k79D l.tmp 2/14/2014 Generalized Peals Hour Two -Way Volumes for Florida's TABLE 4 Urbanized Areas' 10/4/10 STATE SIGNALIZED ARTERIALS FREEWAYS Class I ( >0.00 to 1.99 signalized intersections per mile) Lanes D C D E Laces Median B C D E 4 4,000 5,500' 6,770 7,300 2 Undivided 930 1,500 1,600 6 6,000 8,320 10,150 11,290 4 Divided 2,840 3,440 3,560 * ** 8 8,000 11,050 13,480 15,270 6 Divided 4,370 5,200 5,360 * ** 10 10,000 13,960 16,930 19,250 8 Divided 5,900' 6,970 7,160 * ** 12 13,730 18,600 21,950 23,230 3 9_ LQ (4,A N4 4 xW �'� � 4 -rrr� l "o Freeway Adjustments i ?_L-0,0 Class 11 (2.OQ to 4 signalized mfersectlolis er uule) Auxiliary Ramp �anes Median B C D - L Lanes Metering 2 Undivided ** 1,020' 1,480 1,570 + 1,$00 +5% 4 Divided ** 2,420 Q:2250 3,400 - 6 Divided ** 3,790 4,880 5,150 UNINTERRUPTED FLOW HIGHWAYS 8 Divided .. ** 5,150 6,530 6,880 4{_-o orunrs � tE .CIO) 7- Q` 2q0 Lanes Median D C D E � Class BM (more than 4.50 si��pp,,,, later c o ez mile) �i 2 Undivided 730 1,460 2,080 2,620 es Median B "`LAM E 4 Divided 3,220 4,660 6,040 6,840 2 • Undivided mm 500 1,150 1,440 6 Divided 4,840 6,990 9,060 10,280 4 Divided * * 1,220 2,730 3,100 Uninterrupted Flow Righway Adjustments 6 Divided ** 1,910 4,240 4,680 Lanes Median Exclusive left lanes Adjustment factors 8 Divided ** 2,620 5,770 6,280 2 Divided Yes +5% Corer - c c1 &J/ ` 2l G ;rat -T I=., Multi Undivided Yes -5% Multi Undivided No -25% cx, , t'2�a., -0 Non - State, Signalized Roadway Adjustments BICYCLE MODE2 (Alter corresponding state volumes by the indicated percent.) (Multiply motorized vehicle volumes shown below by number of directional . �10 �rvlvi roadway lanes to determine two -way maximum, service volumes,) Major City/County Roadway' ° /�- �-� N ma Q Paved Shoulder/ Bicycle Lane u Other Signalized Rpadway 3�° µa Coverage B C I7 E 0 -49% �* 310 1,180 >1,180 50-84% 240 360 >360 1 9-t5 t 0 A-[ State &Non -State Signalized Roadway Adjustments (Alter corresponding state volumes by the indicated percent.) 85 -100% 620 >620 ** Divided/Undivided & Turn Lane Adjustments PEDESTRIAN MODE z Exolusive Exclusive Adjustment Lanes Median Left Lanes Right Lanes pa (Multiply motorized vehicle volumes shown below by number of d rcetional 2 Divided Yes No } 5 o roadway lanes to determine two -way maximum service volumes.) 2 Undivided No No -20% Sidewalk Coverage B C D E Multi Undivided Yes No ••5°/e. 0490/a ** ** 480 1,390 Multi Undivided No No' -25% 50 -84% ** ** 1,100 1,820 - - Yes +5% 85 -100% 3 * 1,100 1,820 >1,820 BUS MODE (Scheduled Fixed Route)' One -Way Facility Adjustment (Buses in peak hour in peak direction) Multiply the corresponding €wo- directional volumes in this table by 0.6. Sidewalk Coverage B C D E 0 -84% >5 >4 >3 >2 85 -100% >4 >3 >2 >1 Values shown are presented as hourly two -way -volumes for levels of service and are for the automobile/truck modes unless specifically stated. Although presented as peak hourtwo- way volumes, they actually represent peak hour peak direction conditions with an applicable D factor applied. This table does not constitute. a staud�rd and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planting applications. The table and deriving computer modals should not be used for oonidar or intersection design, where more refined techniques exist. Calculations are based on planning applications of the Highway Capacity Manual, $ieycle. LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Servico Manual, respectively for the automobile /truck, bicycle, pedestrian andbus modes. 1 Level of service fur the bicycle and pedestrian modes in this table is based on number of motorized vehicles, not number of bicyclists or pedestrians using the facility, 'Buses per hour shown are only for the peakhour iathe single direction oflha higbor traffic flow. Source: = Caunotbe achieved usiug table iaputvaluo defaults. Florida Department of Transportation *x* Not applicable for that level of service letter grade. For the automobile mo8a, volumes greater than level of service D Systems Planning Office become F because intersection capacities have beeareached. Forthe bicycle mode, the level of service letter grade (including 605 Suwannee Street, MS 19 F) is not achievablo because there is no maximum vehicle volume thresbold using table input value defaults. Tallshassee, FL 32399• -0450 wwwdot. state. fl. us /plantzin systems/sm/los /default,shtm 2009 FDOT Q€JAI_l-(Y /LEVEL 0 F SERVICE HANDBOOK �„ 1� Hotel (310) Average Vehicle Trip Ends vs: Rooms On a: Weekday Number of Studies: Average Number of Rooms: Directional Distribution: Trip Generation per Room 10 x•76 50% entering, 50% exiting Average Rate Range of Rates Standard Deviation 8.17 3.47 - 9.58 3.38 uata Pjot ana twation 18,000 X 17,000 - - - -, - - , - -- - - -- .................... - - 16,000 . .. , -• -- -- --------- .. .. 15,000 ,,.... ,........, - -- - -- -- 14,000 - -, - - - -, --- - - - -, - , -- ........ -• - 19,000 - - ; - -- .. - - - -; . .... Cn r- 12,000 - - - ; /! .. - - �. C• 113000 - - - , -- -- .. .. . . , - - -- -,` - , -- ... ••. h ; ti 10,000 ,.... -------- ----- j 9,n00 -------- -- . .. • . .. . . . U) 8,000 : -- - ----• -- ........... -- -• -- - - - - --- - 7,000 6,000 - ; - .. • • ; 6,000 ........:... _ 4,000, -- -- , .. . -- - - - - -, - , - - • - - -- , - - - 3,000 - ; -- - -- -; --------- -- =--- - -- = --- . X, 2,000 . , -- ._ .. .- , . ........ , -- -, - - -- 1,000 .. . . .... .. -- -- -- -- . .. 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 X = Number of Rooms X Actual data Points Fitted Curve ------ Auerage Rate Fitted Currie Equation: T = 8.95(X) - 373.16 R2 = 0.98 Trip Generation, 9th Edition e Institute of Transportation Enginoers 613 Resort Hotel (330) Average Vehicle Trip Ends vs: Occupied Roams On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m, Number of Studies: 10 Average Number of Occupied Rooms: 429 Directional Distribution: 43% entering, 57% exiting ` Trip Generation per Occupied Room , Average Rate Mange of Rates Standard Deviation 0.49 0.27 - 0.72 0.70 680 Trip Generation, 9th Edition a Institute of Transportation Engineers Lanes, Volumes, Timings 1 5/15/2014 Gulfview Coronado Future With Project 511512014 FUTURE WITH PROJECT (Hotel C) Synchro 8 Report RP Page 1 �. 4� t i Dane Group EBL EBR NBL NBT SBT SBR j Lane Configurations )y 0 fit r Volume (vph) 334 11 0 818 677 373 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 500 500 0 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.97 0.95 Frt 0.995 0.850 Flt Protected 0.954 Said. Flow (prat) 3430 0 0 3539 3539 1583 Flt Permitted 0.954 Said. Flow (porm) 3324 0 0 3539 3539 1502 Right Turn on Red No Yes Satd. Flow (RTOR) 410 Link Speed (mph) 20 25 25 Link Distance (ft) 331 260 350 Travel Time (s) 11.3 7.1 9.5 Confl. Peds. ( # /hr) 17 33 17 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 367 12 0 899 744 410 Shared Lane Traffic ( %) Lane Group Flow (vph) 379 0 0 899 744 410 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector I Size(ft) 20 20 6 6 20 Detector 1 Type 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 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Perm NA NA Perm Protected Phases 4 2 6 Gulfview Coronado Future With Project 511512014 FUTURE WITH PROJECT (Hotel C) Synchro 8 Report RP Page 1 Lanes, Volumes, Timings 3: 5/1512014 ---t T l 41 ,Lane Group EBL EBR NBL NBT SBT SBR Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 Total Split (s) 25.0 35.0 35.0 35.0 35.0 Total Split ( %) 41.7% 58.3% 58.3% 58.3 % 58.3% Maximum Green (s) 21.0 31.0 31.0 31.0 31.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 OA Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max 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 0 0 Act Effct Green (s) 10.7 31.7 31.7 31.7 Actuated g/C Ratio 0.21 0.63 0.63 0.63 v/c Ratio 0.52 0.40 0.33 0.37 Control Delay 20.1 5.7 5.2 1.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.1 5.7 5.2 1.7 LOS C A A A Approach Delay 20.1 5.7 4.0 Approach LOS C A A Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 50.4 Natural Cycle: 40 Control Type: Semi Act- Unccord Maximum v/c Ratio: 0.52 Intersection Signal Delay: 7.1 Intersection LOS: A Intersection Capacity Utilization 54,0 %.,..j ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: _ 1 02 "* o4 35s 1 0 [6s 06 5S Gulfview Coronado Future With Project 5/15/2014 FUTURE WITH PROJECT Hotel C Synchro 8 Report RP Page 2 Lanes, Volumes, Timings 3- 511512014 'A --► ,i *,-- °\ t I* \I. i Lane Group EBL EBT EBR WSL WBT WBR NBL NBT NBR SBL SBT SBR� Lane Configurations 41� +T r 4* 4+ Volume (vph) 43 270 0 0 243 450 19 14 0 487 11 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1,00 0.95 0.95 1.00 Ped Bike Factor 0.99 0.80 1.00 Frt 0.850 0.987 At Protected 0.993 0.972 0.950 0.958 Satd. Flow (prat) 0 3514 0 0 1863 1583 0 1811 0 1681 1667 0 Flt Permitted 0.889 0.972 0.950 0.958 Satd. Flow (perm) 0 3108 0 0 1863 1273 0 1811 0 1681 1667 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 479 6 Link Speed (mph) 25 25 30 25 Link Distance (ft) 300 500 415 300 Travel Time (s) 8.2 13.6 9.4 8.2 Confl. Pods. ( #!hr) 82 82 11 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.94 0.94 0.94 0.94 0.92 0.94 Adj. Flow (vph) 46 287 0 0 259 479 20 15 0 518 12 23 Shared Lane Traffic ( %) 46% Lane Group Flow (vph) 0 333 0 0 259 479 0 35 0 280 273 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 9.00 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 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 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 0 Detector 1 Size(ft) 20 6 20 6 20 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 NA Perm NA Perm Split NA Split NA Protected Phases 7 4 8 2 2 6 6 Permitted Phases 4 8 8 Detector Phase 7 4 8 8 8 2 2 6 6 Switch Phase Gulfview Hamden Future 5/15/2014 FUTURE WITH PROJECT (Hotel C) Synchro 8 Report RP Page 1 Lanes, Volumes, Timings 3; 5/15/2014 Analysis Period (min) 15 SDIItS and Phases: 3: o2 1 '404 --,t 4\ t t'. 1 .4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.5 20.0 20.0 20.0 20.0 10.0 10.0 20.0 20,0 Total Split (s) 15.0 35.0 20.0 20.0 20.0 15.0 15.0 20.0 20.0 Total Split ( %) 21.4°/% 50.0% 28.6% 28.6% 28.6% 21.4 % 21.4% 28.6% 28.6% Maximum Green (s) 10.5 31.0 16.0 16.0 16.0 41.0 11.0 16.0 16.0 Yellow Time (s) 3.5 3.0 3.0 3.0 3.0 3.0 10 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead -Lag Optimize? 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 None Min Min Min Min None None None None Walk Time (s) 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 Pedestrian Calls ( # {hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 12.7 12.7 12.7 6.9 12.5 12.5 Actuated q1C Ratio 0.34 0.34 0,34 0.18 0.33 0.33 vlc Ratio 0.32 0.41 0.64 0.11 0.50 0.49 Control Delay 11.9 14.0 6.5 18.5 15.7 15.2 Queue Delay 0.0 0.0 0,0 0.0 0.0 0.0 Total Delay 11.9 14.0 6.5 18.5 15.7 15.2 LOS B B A B B B Approach Delay 11.9 9.1 18.5 15.4 Approach LOS B A B B intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 37A Natural Cycle: 60 Control Type: Semi Act- Uncoord Maximum vlc Ratio: 0;64 Intersection Signal Delay: 12.0. Intersection LOS: B Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 SDIItS and Phases: 3: o2 06 '404 15S 1 020s 07�s 77 15s I 020's Gulfview Hamden Future 5/15/2014 FUTURE WITH PROJECT (Hotel C) Synchro 8 Report RP Page 2 Two -Way Stop Control General Information TWO -WAY STOP CONTROL SUMMARY Site Information Analyst RP Agency/Co. GCC Date Performed 5115114 Analysis Time Period PM Peat< Page 1 of 1 Intersection CORONAD DR I HAMDEN DR Jurisdiction CLEARWATER Analysis Year FUTURE WITH PROJ HOTEL C Adjustments Major Street Project Description MAINSTREAM HOTEL C East/West Street: CORONADO DR North /South Street: HAMDEN DRIVE 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) 4 463 405 107 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.97 0.91 0.91 Hourly Flow Rate, HFR veh /h 4 508 0 0 445 117 Percent Heavy Vehicles 1 - -- 1 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 0 1 0 Configuration LT T 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) 75 3 Peak -Hour Factor, PHF 0.91 0.97 0.91 0.97 0.91 0.91 Hourly Flow Rate, HFR veh /h 0 0 0 0 82 3 Percent Heavy Vehicles 1 0 1 0 1 1 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (veh /h) 4 85 C (m) (veh /h) 982 232 vlc 0.00 0.37 95% queue length 0.01 1.60 Control Delay (s /veh) 8.7 29.2 LOS A D Approach Delay (s /veh) - -- 29.2 Approach LOS - -- D Copyright O 2007 University of Flarida, All Rights Reserved HCS +TM Version 5.3 Generated: 5115/2014 8:23 ABM file: ///C:/ Users /rpergolizzi /AppData /Local /Teinp /u2k39F8.tmp 5/15/2014 Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RP enc ICo. GCC Date Performed 5115114 Analysis Time Period PM PEAK Page 1 of 1 Intersection CORONADO DR /5TH ST Jurisdiction CLEARWATER Analysis Year FUTURE WITH PROD (HOTEL C East/West Street: 5TH STREET Project Description MAINSTREAM HOTEL C East/West Street: 5TH STREET North /South Street: CORONADO DRIVE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 0 408 0 21 463 28 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR veh /h 0 438 0 22 497 30 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 28 2 3 1 0 44 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Hourly Flow Rate, HFR veh /h 30 2 3 1 0 47 Percent Heavy Vehicles 1 0 0 1 0 0 Percent Grade ( %o) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh /h) 0 22 48 35 C (m) (veh /h) 1012 1081 558 192 v/c 0.00 0.02 0.09 0.18 95% queue length 0.00 0.06 0.28 0.65 Control Delay (s /veh) 8.6 8.4 12.1 27.9 LOS A A B D Approach Delay (s /veh) -- 12.1 27.9 Approach LOS -- - B D Copyright 9 2007 University of FCorida, All Rights Reserved HCS +TM Version 5.3 Generated: 511 - 512094 8:26 AM file: // /C:/ Users /rpergolizzi /AppData /Local /Temp /Li2kBDF6.tmp 5/15/2014 Two -Way Stop Control eral Information TWO -WAY STOP CONTROL SUMMARY Site Information Analyst RP Agency/Co. GCC Date Performed 5115114 Analysis Time Period PM Peak ;opyright © 2007 University of Florida, All Rights Reserved Page 1 of 1 I ntersection HAMDEN DR /5TH STREET Jurisdiction Project Description MAIINSTREAM HOTEL C East/West Street: 5TH STREET FUTURE WITH PROD. (HOTEL C Intersection Orientation; North -South Vehicle Volumes and Adjustments Major Street Northbound Movement 1 2 L T Volume veh/h) 15 90 Peak -Hour Factor, PHF 0.74 0.74 Hourly Flow Rate, HFR veh /h 20 121 Percent Heavy Vehicles 1 -- Median Type RT Channelized Lanes 0 1 Configuration LT ,Upstream Signal 0 Minor Street Eastbound Movement 7 8 L T Volume veh/h) 5 Peak -Hour Factor, PHF 0.74 1.00 Hourly Flow Rate, HFR veh /h & 0 Percent Heavy Vehicles 1 0 Percent Grade ( %) 0 Flared Approach N Storage 0 RT Channelized Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Movement 1 4 Lane Configuration LT v (veWh) 20 C (m) (veh /h) 1497 V/c 0.01 95% queue length 0.04 Control Delay (s /veh) 74 LOS A Approach Delay (s /veh) - - Approach LOS ;opyright © 2007 University of Florida, All Rights Reserved Page 1 of 1 I ntersection HAMDEN DR /5TH STREET Jurisdiction CLEARWATER Analysis Year FUTURE WITH PROD. (HOTEL C orth /South Street: HAMDEN DRIVE tudv Period (hrs): 0.25 9 R 12 0.74 16 1 Q 0 rU Southbound 5 T 55 0.74 74 0 0 0 0 s IIIIIE� O O m 0 Westbound Eastbound 7 8 9 10 11 12 LR 22 870 0.03 0.08 9.2 A 9.2 A HCS +rM Version 5.3 Generated:- 51J,5 /2014 829 AM file: / / /C: /Usersh-pergolizzi /AppData /Local /Temp /u2k4464.tnip 5/15/2014 Two -Way Stop Control neral Information TWO -WAY STOP CONTROL SUMMARY Site Information Analyst RP Agency/Co. GCC Date Performed 5115114 naiysis Time Period PM Peak Page 1 of 1 Intersection HAMDEN DR / BRIGHTWATER DR Jurisdiction CLEARWATER Analysis Year FUTURE WITH PROJ. HOTEL C Easti\Nest Street: BRIGHTVI/ATER DR Project Description MAINSTREAM HOTEL C Easti\Nest Street: BRIGHTVI/ATER DR North /South Street: HAMDEN DRIVE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 3 112 2 11 50 1 Peak -Hour Factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 Hourly Flow Rate, HFR (vehlh 3 147 2 14 65 1 Percent Heavy Vehicles 1 - -- 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 8 8 2 1 4 8 Peak -Hour Factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 Hourly Flow Rate, HFR veh /h 10 10 2 1 5 10 Percent Heavy Vehicles 1 1 1 1 1 1 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR I I LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh /h) 3 14 16 22 C (m) (veh /h) 1498 1398 745 639 v/c 0.00 0.01 0.02 0.03 95% queue length 0.01 0.03 0.07 0.11 Control Delay (s /veh) 7.4 7.6 9.9 10.8 LOS A A A B Approach Delay (s /veh) - -- 9.9 10.8 Approach LOS -- -- A B Copyright © 2057 University of Flortda, All Rights Reserved HCS +T m Version 5.3 Generated: 5/15/2014 8:32 AM file. // /C:/ Users /z•pergolizzi /AppData/Local /Temp /u2k2F9C.ttnp 5/15/2014 Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RP Agency/Co. GCC Date Performed 511512014 Analysis Time Period PM PEAK Intersection HAMDEN l DRIVE A Jurisdiction CLEARWATER nalysis Year FUTURE WITH PROD. (HOTEL C file:/// C: AJsers /rpergolizzi /AppData/Local /Temp /u2kBD5A.tmp 5/15/2014 Project Description MAINSTREAM HOTEL C East/West Street: DRIVE A North /South Street: HAMDEN DRIVE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 14 93 57 0 Peak -Hour Factor, PHF 0.74 0.74 1.00 1.00 0.74 0.74 Hourly Flow Rate, HFR veh /h 18 125 0 0 90 0 Percent Heavy Vehicles 2 -- -- 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration LT TR U stream Si nal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 0 18 Peak -Hour Factor, PHF 0.74 1.00 0.74 1.00 1.00 1.00 Hourly Flow Rate, HFR veh /h 0 0 24 0 0 0 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 'Lane Configuration LT LR v (veh /h) 18 24 C (m) (vehlh) 1505 968 vlc 0.01 0.02 95% queue length 0.04 0.08 Control Delay (s /veh) 7.4 8.8 LOS A A pproach Delay (s /veh) -- -- 8.8 pproach LOS -- - A `s Copyright O 2007 University of Florida, All Rights Reserved HCS +TM Version 5.3 P Generated'.'-- r1,1512014 $:35 AM file:/// C: AJsers /rpergolizzi /AppData/Local /Temp /u2kBD5A.tmp 5/15/2014 Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Page 1 of 1 Project. Description MAINSTREAM HOTEL C Intersection 5TH ST /DRIVE B Analyst RP Jurisdiction CLEARWATER enc /Co. GCC Analysis Year FUTURE W PROJECT HOTEL C Date Performed 511512014 Analysis Time Period PM PEAK Vehicle Volumes and Adjustments Project. Description MAINSTREAM HOTEL C East/West Street: 5TH STREET North/South Street: DRIVE B & DRIVE B 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) 6 11 21 0 13 4 Peak -Hour Factor, PHF 0.74 0.74 0.74 0.74 0.74 0.74 Hourly Flow Rate, HFR vehlh 8 14 28 0 17 5 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 29 0 0 6 0 10 Peak -Hour Factor, PHF 0.74 0.74 0.74 0.74 0.74 0.74 Hourly Flow Rate, HFR vehlh 39 0 0 8 0 13 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration LTR LT TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LT TR (veh /h) 8 0 39 8 13 C (m) (vehlh) 1593 1580 907 926 1058 vlc 0.01 0.00 0.04 0.01 0.01 95% queue length 0.02 0.00 0.13 0.03 0.04 Control Delay (s /veh) 7.3 7.3 9.1 8.9 8.4 LOS A A A A A Approach Delay (s /veh) - -- 9.1 8.6 Approach LOS - -- A A Copyright © 2007 University of Florida, All Rights Reserved HCS +lm Version 5.3 Generated: 511612014 -8:39 AM file: / / /C:/ Users /rpergolizzi /AppData/Local /Temp /u2kB 1 C6.tmp 5/15/2014