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HomeMy WebLinkAboutDual Brand Hotel Traffic Study (Aug. 2017) AL MOTORIST DESIGN OF MERRITT ISLAND, INC. TCo Phone:raffic Merritt Island 321 1459-2905nsultants Vero Beach 772/539-8512 1237 Guy Road, Orlando, Florida 32828 Fax: 321 /459-2012 Email motoristdesignP.aol.com F.D.O.T. Driveway Permit Traffic Study Dual-Brand Hotel City of Cape Canaveral Brevard County, Florida August 2017 Prepared for: Mark Robbins Sunbelt Development LLC. Prepared by: Motorist Design of Merritt Island, Inc. (321 ) 459-2905 MDMI Project Number 17-0714 FEB 072017 iJJ © 2017 Motorist Design of Merritt Island, Inc. Lccg EV, DEPT Serving Florida's Space Coast and Treasure Coast for Three Decades M MOTORIST DESIGN OF MERRITT ISLAND, INC. 7 Traffic Engineering Consultants Phone:Merritt Island 321 /459-2905 Vero Beach 772/539-8512 1237 Guy Road, Orlando, Florida 32828 Fax: 321 /459-2012 Email motoristdesign(aaol.com This sheet is to certify that Lee D. Shaffer, P.E. #38826 verifies that the following FDOT Driveway Permit Study for the currently proposed Dual Brand Hotel project located in Cape Canaveral, Florida, has been performed based upon standard practice and methodology for Traffic Engineering in the area of this site. The original document is on file at Motorist Design of Merritt Island, Inc. The following document is a copy of the original. ‘,//,,,,Zeip,A Le it Shaffer P.E. Number 38826 Serving Florida's Space Coast and Treasure Coast for Three Decades c[Akil.\\ MOTORIST DESIGN OF MERRITT ISLAND, INC. Traffic Engineering Consultants Phone:Merritt/s/and 321 /459-2905 Vero Beach 772/539-8512 1237 Guy Road, Orlando, Florida 32828 Fax: 321 /459-2012 Email motoristdesign(a�aol.com TABLE OF CONTENTS Introduction 1 Discussion of Existing Conditions 1 Data Collection and Analysis Methodologies 1 Location Map 2 Trip Generation 3 Trip Distribution 4 Site Driveway Volumes 4 Capacity Analysis 5 Conclusions and Recommendations 5 Serving Florida's Space Coast and Treasure Coast for Three Decades MOTORIST DESIGN OF MERRITT ISLAND, INC. Traffic Engineering Consultants Phone: Merritt Island 321 /459-2905 Vero Beach 772/539-8512 t 1237 Guy Road, Orlando, Florida 32828 Fax 321 /459-2012 Email motoristdesign@aol.com INTRODUCTION The following document is an evaluation and analysis of the traffic impact on the State Highway System, of the proposed 224 room Dual-Brand Hotel project located on the east side of SR A1A, north of Central Avenue, in Cape Canaveral, Florida. EXISTING AND PROPOSED CONDITIONS Within the study section, SR A1A is a 5-lane principal arterial roadway posted at 45 mph with a current average daily volume of 29,000 trips (FDOT site #700354) and is operating at level of service (LOS) C per the FDOT generalized tables for both daily and peak hour conditions. The peak hour peak direction volume was determined to be the pm peak hour southbound traffic with a directional average annual volume of 1530. The site proposes a single access on SR A1A and a 2019 buildout. DATA COLLECTION AND ANALYSIS METHODOLOGIES The data was adjusted to reflect average annual conditions based upon the Florida Department of Transportation's weakly seasonal adjustment factors. The analysis was performed in accordance with the methodologies currently utilized by the Federal Highway Administration and the Florida Department of Transportation. Trip generation was based upon the methodologies recommended by ITE. See page 3. The Florida Department of Transportation (FDOT) has an annual count station on State Road A1A in the general vicinity of the proposed site. Traffic volumes referenced within the report are taken from the September 2016 counts at that station. (See attached.) Historic traffic counts in the vicinity of the site reveal fluctuating volumes in the past. The most recent volume at the nearby FDOT count site identified an AADT of 29,000 trips, as did the first count on record at that station (2001), and again in 2012. The rollercoaster of annual counts in between have ranged from a high of 32,500 in 2006 to a low of 23,000 in 2014. Therefore a basic two percent (2%) annual background growth factor was utilized in the analysis. 1 Serving Florida's Space Coast and Treasure Coast for Three Decades LOCATION MAP - CAPE CANAVERAL HOTEL p„. John F Kennedy Space Center 401 State Road 401 Samuel C Phi119b Pkwy .0, 11 , , . 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Traffic Engineering Consultants Phone:Merritt Island 321 /459-2905 Vero Beach 772/539-8512 1237 Guy Road, Orlando, Florida 32828 Fax: 321 /459-2012 Email motoristdesign@aol.com TRIP DISTRIBUTION Trip distribution and assignment parameters were based upon a combination of existing patterns observed in the vicinity of the site, the location of complimentary and competing land uses and raw results of the FSUTMS model. The general distribution in the immediate vicinity of the site was projected to be 55% to/from the north on A1A, and 45% to/from the south on SR A1A. The same distribution percentages were used in the approved 2014 Driveway Permit Study for the hotel site adjacent to this one. SITE DRIVEWAY VOLUMES Access is proposed to be a single full-access driveway on A1A. Based upon the attached traffic counts, as adjusted using FDOT seasonal adjustment factors, the existing southbound through movement volume on SR A1A in the vicinity of the site was determined to be the pm peak hour southbound traffic with a directional average annual volume of 1530. Assuming a minimum 2% annual growth rate, the 2019 predevelopment southbound peak hour projection was determined to be 1624. The northbound through traffic at that time is currently 1067 and projected to be 1132 under 2019 predevelopment conditions. Peak hour total driveway turning movement volume projections are: AM — 48 left in, 39 right in, 28 left out, and 35 right out PM — 42 left in, 35 right in, 36 left out, and 44 right out Based upon the guidelines identified in FDOT's "Driveway Information Guide", the threshold peak volume for right turns entering the site that could trip the requirement for a deceleration lane would have been 80 or more peak hour right turning vehicles entering the site. The site is therefore not projected to generate sufficient trips to require a right turn deceleration lane entering the site based upon FDOT's theasholds. There is an existing two-way left turn lane (TWLTL) to accommodate left turns entering the site already in place on SR A1A that continues in front of the site. The existing TWLTL was observed to be functioning well during field observation by Motorist Design. During the two hour weekday pm period (4:00 to 6:00) August 2017, a total of only four (4) queues of any kind occurred within the center lane of SR A1A at and/or between the next existing driveways north and south of the proposed driveway (including driveways 4 Serving Florida's Space Coast and Treasure Coast for Three Decades _ MOTORIST DESIGN OF MERRITT ISLAND, INC. ` Traffic Engineering Consultants Phone: Merritt Island 321 /459-2905 Vero Beach 772/539-8512 1237 Guy Road, Orlando, Florida 32828 Fax: 321 /459-2012 Email motoristdesignAaol.com on both sides of the street for a total of 4 existing driveways). Three of the four queues were less than five (5) seconds long, and one was approximately fourteen (14) seconds long. Three of the four center lane queues observed included only two (2) vehicles that were traveling the same direction within the queue (two cars in queue waiting to turn left off of SR Al A). Only one of the queues included a third car. The third car was observed to pulled up just as the queue was clearing and did not need to stop (northbound left into the Residence Inn). It is suggested that some consideration be given to providing two egress lanes in order assist accommodation of vehicles exiting the site. CAPACITY ANALYSIS Capacity analysis for SR AlA was based upon the QLOS 2012 Generalized Table. It is worth noting that no pass-by trip reduction was made to the trip generation in this particular analysis. Roadway Link 2019 Predevelopment Site Postdevelopment State Road Al A North of site LOS "C" LOS "C" 30,775 1,099 ADT 31,874 South of site LOS "C" LOS "C" 30,775 899 ADT 31,674 CONCLUSIONS AND RECOMMENDATIONS Based upon the preceding traffic review, the roadway system in the vicinity of the site can generally accommodate the new traffic generated by the project without significant impact to level of service. 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S OF DAVE NISBET DR START DATE: 09/07/2016 START TIME: 0000 DIRECTION: N DIRECTION: S COMBINED TIME 1ST 2ND 3RD 4TH TOTAL 1ST 2ND 3RD 4TH TOTAL TOTAL 0000 26 19 15 18 78 26 28 31 23 108 186 0100 22 13 7 20 62 8 11 16 14 49 111 0200 13 16 12 15 56 9 9 9 9 36 92 0300 10 8 7 15 40 11 2 4 12 29 69 0400 13 12 34 37 96 13 15 20 10 58 154 0500 43 68 93 119 323 15 22 40 48 125 448 0600 190 184 298 265 937 50 74 124 137 385 1322 0700 271 294 329 270 1164 137 174 250 252 813 1977 0800 221 256 236 193 906 198 219 216 227 860 1766 0900 171 145 180 149 645 181 133 203 177 694 1339 1000 158 152 181 138 629 151 187 172 203 713 1342 1100 163 176 163 152 654 222 227 238 233 920 1574 1200 161 219 210 201 791 251 248 240 221 960 1751 1300 186 170 167 155 678 216 224 199 209 848 1526 1400 180 191 173 182 726 240 226 229 265 960 1686 1500 198 193 209 176 776 232 323 326 334 1215 1991 1600 229 222 246 223 920 355 350 378 360 1443 2363 1700 288 250 215 195 948 322 361 313 315 1311 2259 1800 149 143 169 113 574 284 291 283 251 1109 1683 1900 117 109 119 103 448 222 181 177 199 779 1227 2000 104 89 82 90 365 149 165 144 127 585 950 2100 76 65 70 72 283 144 116 110 86 456 739 2200 75 66 60 41 242 97 83 81 74 335 577 2300 47 20 31 16 114 52 41 45 44 182 296 24-HOUR TOTALS: 12455 14973 27428 PEAK VOLUME INFORMATION DIRECTION: N DIRECTION: S COMBINED DIRECTIONS HOUR VOLUME HOUR VOLUME HOUR VOLUME A.M. 700 1164 730 919 730 1995 P.M. 1630 1007 1600 1443 1630 2428 DAILY 700 1164 1600 1443 1630 2428 TRUCK PERCENTAGE 3.96 4.64 4.34 CLASSIFICATION SUMMARY DATABASE DIR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TOTTRK TOTVOL N 68 9556 2335 82 289 40 4 29 47 5 0 0 0 0 0 496 12455 S 83 10429 3767 59 397 53 54 93 37 1 0 0 0 0 0 694 14973 GENERATED BY SPS 5.0.53P LINK ANALYSIS AVERAGE DAILY PM PEAK HOUR LOS E EXISTING VESTED PREDEVELOPMENT POSTDEVELOPMENT EXCESS ROADWAY STATION CAPACITY PEAK HOUR PEAK HOUR PEAK HOUR LOS SITE PEAK HOUR LOS CAPACITY SR AlA NB SB NB SB NB SB NB SB NB SB City Limit to Central 1 2,000 1,136 1,249 229 323 1,365 1,572 C 44 42 1,409 1,614 C 386 Central to North Atlantic 2 2,000 1,045 1,179 179 165 1,224 1,344 C 23 24 1,247 1,368 C 632 North Atlantic to Center 3 2,000 1,158 1,335 253 198 1,411 1,533 C 19 20 1,430 1,553 C 447 Center to McKinley 4 2,000 1,161 1,348 287 216 1,448 1,564 C 15 16 1,463 1,580 C 420 N.ATLANTIC AVE. NB SB NB SB NB SB NB SB NB SB George King to Central 5 800 154 269 197 190 351 459 D 8 8 359 467 D 333 Central to AlA 6 800 337 233 155 116 492 349 D 0 0 492 349 D 308 CENTRAL BLVD. EB WB EB WB EB WB EB WB EB WB AlA to N.Atlantic 7 800 90 86 130 103 220 189 C 8 8 228 197 C 572 N.Atlantic to Ridgewood 8 800 215 146 44 46 259 192 C 0 0 259 192 C 541 RIDGEWOOD AVE. NB SB NB SB NB SB NB SB NB SB Central to Madison 9 800 59 70 21 17 80 87 C 0 0 80 87 C 713 Madison to Buchanan 10 800 97 108 15 12 112 120 C 0 0 112 120 C 680 PEAK SEASON PM PEAK HOUR LOS E EXISTING VESTED PREDEVELOPMENT POSTDEVELOPMENT EXCESS ROADWAY STATION CAPACITY PEAK HOUR PEAK HOUR PEAK HOUR LOS SITE PEAK HOUR LOS CAPACITY SR AlA NB SB NB SB NB SB NB SB NB SB City Limit to Central 1 2,000 1,204 1,323 229 323 1,433 1,646 C 44 42 1,477 1,688 C 312 Central to North Atlantic 2 2,000 1,107 1,250 179 165 1,286 1,415 C 23 24 1,309 1,439 C 561 North Atlantic to Center 3 2,000 1,228 1,415 253 198 1,481 1,613 C 19 20 1,500 1,633 C 367 Center to McKinley 4 2,000 1,231 1,428 287 216 1,518 1,644 C 15 16 1,533 1,660 C 340 N.ATLANTIC AVE. NB SB NB SB NB SB NB SB NB SB George King to Central 5 800 163 285 197 190 360 475 D 8 8 368 483 D 317 Central to AlA 6 800 357 247 155 116 512 363 D 0 0 512 363 D 288 CENTRAL BLVD. EB WB EB WB EB WB EB WB EB WB AlA to N.Atlantic 7 800 96 91 130 103 226 194 C 8 8 234 202 C 566 N.Atlantic to Ridgewood 8 800 227 155 44 46 271 201 C 0 0 271 201 C 529 RIDGEWOOD AVE. NB SB NB SB NB SB NB SB NB SB Central to Madison 9 800 62 74 21 17 83 91 C 0 0 83 91 C 709 Madison to Buchanan 10 800 103 114 15 12 118 126 C 0 0 118 126 C 674 Note: Volumes and capacities based upon City of Cape Canaveral CMS as provided to the developer February 2018. STREAM SPRAY+DRIP LINE J STREAM SPRAY+DRIP LINE BACKUP IRRIGATION SOURCE ` syr (SHALLOW WELL) 0C+ �� — — — — — — — — — -- — — — _ ^) SONTROL VALVE TO DIVERT WATER _4(� < I7 �iL� OURCE WHEN REUSE WATER ELEV �` . «' i r�� IS APPROX 1'BELOW NWL ' F STREAM SPRAY+DRIP LINE ■ Wimp.Pm•pamm am ppm mom mop., um s STREAM +DRIP LINE ■ res• ory Apo ��``• 1-. 1 k: �i�,1 �• \ INSTALL REUSE U,E1 ■ SPRAY iii _ PUMP — ^ SUCTION �: p `\ALN KR J ,rd•`�it �•i SUNBELT COMBO HOTEL :• — i ,. \ 194 Q <S el \�\ «� .,•r 7:t®� INTAKE• \ \ �\ ti �`•I7.r2.? 'i/4/I1//v '1' ■ PIPE ` STREAM SPRAY+DRIP LINE � ."....r4/7".. /� /' � �� �\ / X,,V,y ,'iI CES O • FLOATING INTAKE PIPE HARVESTING '''''''c, �. � /�//�I /� WITH SCREEN 1'BELOW i 9 LI _ I POND \ d CAPE CANAVERAL-SUNBELT COMBO HOTE1.�,\� fy !.�%�.I� - - • • Q SURFACE OF POND • III STORMWATER HARVESTING POND SYSTEM - /� •�I N. V O� 1.`y. ,. es/., • 0:. STREAM IRRIGABLE AREA \ o '�/I.s 4....• '' ��----� CI -Total Project Irrigable Area=1-80t acres/78,4061 sf _,,NX ^ q `/././../� • I SPRAY OR p / '/ Y //',477.`�•/�� '. ROTORS / z SYSTEM NARRATIVE . $F. i/j �, y'0 // The Stormwaler Harvesting/Reuse Irrigation System will ,_ • -'/ ■ �"< be designed to withdrew the reuse water volume from the `\. - ' ♦ y . . . r harvesting pond to approximately one-foot below the • a N ./�/'■ /// Q normal water line(NWL)elevation which is.1.0 NGVD29. \ , / / Q Z a Based on SJRWMD field verification on January 11,2018, � '� // _ =U La LL there ere no wetlands within the project boundaries. � ♦ `// •• / The projects Stormwater Harvesting System will consist of I V • 16 f CL H m a adequately sized 2-horsepower suction pump,intake pipe \• j j STREAM SPRAY Ea1� �. �;� a■�arrrui <<O to the rause pond,backup irrigation Source(shallow well `\ R • Y +DRIP LINEMOW PM ~p c and 2-horsepower pump),and irrigation system piping to/A �,.• s C lu co (J the irrigable areas as depicted hereon The floating intake - \ / ` - "ra Sr*° mm pipe in the reuse pond will have a debris screen end be set / / _ » F D O ta to a depth of 1-foot below the surface water elevation. The • ALL TREES,SHRUBS AND GROUNDCOVERS TO ewe•,v,-or woo rs ea 40 FD 0 U Irrigation distribution system will be comprised of control BE IRRIGATED USING DRIP IRRIGATION.LAWN ,� rid v y n.rlot MINAMPIN boxes,pipe mains,spray heads end drip irrigation lines in WILL BE IRRIGATED USING STREAM SPRAYS ORgram mem mi.. designated zones covering the irrigable areas of the project. LOW ANGLE ROTORS rm nu �.nne naw•? \. �muo Y.YRS M ii iron<4016 A shallow well will be utilized ase Backup Irrigation Source OPERATING SCHEDULE in the event of drought or to augment the reuse system to Best Management Practices(BMPs)will be implemented to ensure an efficient watering schedule for the project that will include, meet all the irrigation needs of the project. The SJRWMD 1 Adjustment of irrigation frequency and timing to comply with local regulatory requirements. preferred method of adirect connection of the backup 2 Calibration of the irrigation system so that all areas receive adequate coverage and application. irrigation source to the irrigation distribution lines will be 3. Ensure that no more than'A or Y.inch of water is applied during a single irrigation event. The exact amount of irrigation needed for each event depends on a plant's .,. used. A float within the wet pond shall activate a control needs for growth,fruiting,dormancy for that time of year,and soil characteristics. valve to divert the water source to the backup well when the 4. Provide for recommended seasonal operating schedule for each irrigation zone for both establishment and maintenance conditions,based on seasonal average approximately water nele fool inthe harvesting pondelevationis ^ ' which 01 0 one-foot below the the shallow water aAdjust the it gats. it •�� which is+1.0 NGVD29.The use of the well as the S Adjust the irrigation schedule seasonally,based on weather conditions. �J Backup Irrigation Source will stop once the elevation of the 6. Micro-irrigation for tree and shrub beds,separate from lawn areas to allow for irrigation efficiency. �� reuse pond achieves a water elevation of+0.1t NGVD29 � 7. Ensure that irrigation takes place early in the morning,if possible. •c svac (approximately one-foot below the normal water elevation B. Turn off irrigation system in case of emergency. a IR w W A Im rl JJ which is+1.0 NGV029).The float within the wet pond shall g, Perform preventive-maintenance to extend the fife and optimal efficiency of the irrigation system. �, '\ry`fl activate a control valve to divert the water source again to 10. Reset irrigation controllers and timers seasonally to account for plant growth requirements end local climatic conditions. TIONO ofFE LJ the harvesting pond. • • r. 1'. • I. ALL TREES,SHRUBS AND GROUNDCOVERS TO ! L 4 F" BE IRRIGATED USING DRIP IRRIGATION.LAWN ' G / WILL BE IRRIGATED USING STREAM SPRAYS OR ! Q V i C I LOW •ANGLE ROTORS riu i _ _ _ -. 0 IS ao b SO Pm I V1 z e " A c tY t. sa.SrSW < 0; 31 m s s < O I". 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