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TRAFFIC STUDY TRAFFIC IMPACT ANALYSIS FOR WATER'S EDGE MARINA BOYNTON BEACH, FLORIDA APRIL 20, 1990 Prepared By: K.S. ROGERS, CONSULTING ENGINEER, INC. 1495 Forest Hill Boulevard, Suite F West Palm Beach, FL 33406 (407) 964-7300 (FAX) 969-9717 LIST OF FIGURES FIGURE 1 LOCATION MAP FIGURE 2 EXISTING ROADWAY CONDITIONS FIGURE 3 PEAK HOUR VOLUMES APPENDIX APPENDIX A CAPACITY AT LEVEL OF SERVICE "D" THRESHOLD VOLUMES APPENDIX B CAPACITY ANALYSES INTRODUCTION This office has been retained to prepare a Traffic Impact Analysis for proposed revisions to the site plan for the Water's Edge Marina complex to be constructed on 6.8 acres of land locat- ed south of the proposed extension of Boynton Beach Boulevard, east of U. S. lover the Intracoastal Waterway, north of Ocean Avenue and on the east and west sides of Orange Grove Avenue (N.E. 6th Street) within the corporate limits of the City of Boynton Beach, Florida. The original Water's Edge Marina project was previously approved by the City Council in June, 1987. This Analysis has further been performed in order to deter- mine the volume of traffic expected to be added to the roadway system as a resul t of the approval of this project, the effect that this traffic will have on the capacity of the roadways in the area of the project and what roadway improvements, if any, are necessary as a result of the approval of this project. This Analysis has also been performed ill accordance with the standards and criteria as established in the Palm Beach County Traffic Performance Standards Municipal Implementation Ordinance #90-6 and the 1990 Traffic Performance Standards Code of Palm Beach County. Existing traffic counts, which were available from the Metropolitan Planning Organization and the Palm Beach County Traffic Division, were used when applicable and these counts were augmented by twenty-four (24) hou::- machine counts and peak hour hand counts performed for this office. SITE INFORMATION The location map, Figure l, shows the location of this parcel of land in relation to the area's thoroughfares. The Water's Edge Marina is a multi-use commercial project. The latest revised site plan, as prepared by Burns & McDonnell, Engineers Architects & Consultants, shows the following land uses proposed for this site: USE AREA/SIZE BOAT STOARGE BUILDING RETAIL-OFFICE QUALITY RESTAURANT RAW BAR MARINA 35,089 sq. ft. 30,861 sq. ft. 175 seats 1,400 sq. ft. 5l slips It should be noted that approximately twenty-five percent (25%) of the total retail area will be presumed to consist of professional office space. Access to this site will be provided from Ocean Avenue and the proposed easterly extension of Boynton Beach Boulevard from U.S. #1 to this site. The site plan shows that there will be two driveways onto Ocean Avenue and one driveway onto Boynton Beach Boulevard (extension). In order to accommodate the proposed parking, N.E. 6th Street, which presently provides access to the site, will be abandoned. EXISTING ROADWAY CONDITIONS The roads serving a~ direct access to this site are Ocean Avenue and Boynton Beach Boulevard. Ocean Avenue, adjacent to the site, is a four lane collector road. Boynton Beach Boule- vard, in the project study area, presently exists as a five lane roadway west of U.S. #1. It is proposed to extend Boynton Beach Boulevard easterly to this site as a three lane road. -2- _ILlAaI M'tIOQlII.1tttlC1 "1'.0 --"''''- ...~. ~ ..~---~ --"~m_ _...______ -...----.~ 1;:<::',1- --------..-______._ __...________...____. A"M~3.L"M ~l!:' ,I 1\f.LS\fOO\f~.LN' - 1'1 fJ) I; 'j z : .... c( 0 bLU g a: J1 k. s. rogers, consulting engineer, inc. west palm beach, fl. ~ sn 0 w > > ...J c( II) o^,a lS3~O\f3S ~ J: C) :I: a: 0 c( II) ...J W 0 ~ II) 0 en ~ S6-1 z 0 ~ z >- 0 II) \. '\ LOCATION MAP date APR 90 figure 1 Figure 2 shows the existing volumes on the roadways in the study area of this project and the capacity of each segment of roadway at Level of Service "D". GENERATION The generation rates used for this project were based upon information publ ished in the report, "Trip Generation - Fourth Edition", Institute of Transportation Engineers, 1987. A summary of the expected average daily generation is presented below: GENERATION USE RATE GENERATION BOAT STORAGE (220 boats) 3 tpd/boat 660 tpd RETAIL (23,l45 sq.ft.) l24 tpd/lOOO sq.ft.* 2,870 tpd , OFFICE (7,7l6 sq.ft.) 26 tpd/lOOO sq.ft.** 20l tpd RESTAURANT (75 seats) 2.86 tpd/seat 501 tpd RAW BAR 0,400 sq.ft.} 200 tpd/lOOO sq. ft. 280 tpd MARINA (51 slips) 3 tpdl S'L ip l53 tpd TOTAL 4,665 TPD * This generation rate is based upon the following formula: Ln(T) = 0.65 Ln(x}+5.92 Where X = Total Floor Area in thousand square feet T = Total Trips Generation Rate = T/X = 2,870/23.145 = l2~ tpd/lOOO sq.ft. ** This generation rate is based upon the following ITE formula: Ln(T) = 0.75 Ln(X) + 3.77 Where X = Total Floor Area in thousand square feet T = Total Trips Generation Rate = T/X = 201/7.716 = 26 tpd/lOOO sq. ft. Thus, as shown above, the total traffic expected to be generated by this project at full buildout and complete occupancy is approximately 4,665 trips per day. -3- "'LIA_I _r"lItO.Afl'MtCt ",..0 -- ...~ COIO ~o 'Otlt) CD- .... ~.. .~._- --,., ...------------ A"M~"'~ .--_._.~ 31VM ~I 11 ~..~ I 1:::::,:-:::..::"" ~ ~ Lie J1 k. s. rogers, consulting engineer, inc. west palm beach, fl. ~ sn It)/O .....0 'OtCD (")..... _C11 ~Ig OCD o 0..... > CII CII ...J II) O^lS o ~Ig c( ..... CD W .......... II) (") CII z o ~ z >- o co w > c( -...------ ";.,/0-----' . ------ __' _ ....0 .....C11 .....(") ZCII ~ CIllo u ....~ o .....(") .....C11 CDIO 010 CD CD ~..... C11C11 CIllO .....0 .-CD It)..... ~CII .lS3l:jOV3S S6-1 . 0 . Oen u::o u....J <~ ~< C!J>- z!:: \ 0 -u " z ~< , ~Q. W x< " wu W ..J CIllo ....0 .....CD .......... CII o a: ~ :I: C) a: II) ...J o o ~ EXISTING ROAD CONDITIONS -...--...- -----...--. 1\1' lsvo60iLN1 w > < S en date APR 90 figure 2 As the Water's Edge Marina is a mixed-use commercial project, there will be a certain amount of internally generated traffic which will not exit the project boundaries. In order to present a realistic estimate of the external traffic generated by this project, the internal traffic should be subtracted from the total project traffic. For the purposes of this Report, an internal - internal split shall be assumed to be 2% of the total traffic generated. Thus, the total external average daily traffic expected to be generated by this proposed project is 4,572 trips per day. As stated, this project was previously approved in June, 1987. According to the Revised Traffic Impact Analysis for Wa- ter's Edge Marina, as prepared by K.S. Rogers, Consulting Engi- neer, Inc. dated November 4, 1986, the total external average daily traffic was calculated to be 4,796 trips per day. The comparison of traffic generation between the proposed project and what was previously approved is shown below: PREVIOUSLY APPROVED THIS PETITION DIFFERENCE 4,796 tpd (4,572 tpd) 224 tpd Thus, as shown above, the revisions to the site plan for this project show that this project will generate approximately 224 trips per day fewer than were previously approved. EFFECT ON CAPACITY Section V (B) of the Municipal Implementa'tion Ordinance states that any project which generates fewer than 501 net trips shall not be required to meet the standards of the 1990 Traffic Performance Standards Code. -4- Thus, as this project generates fewer than 501 net trips per day, this project will not be required to meet the 1990 County Code. It should be noted that the traffic report submitted with the original petition, as prepared by this office, was written in accordance with the standards and criteria established in the Palm Beach County Traffic Performance Standards Ordinance #81-6 and was reviewed by the Traffic Division of the Palm Beach County Engineer's Office in cooperation with the City's Planning Depart- ment. Thus, as this project is not required to meet the 1990 County Code which supercedes the Traffic Performance Standards Ordinance #8l-6, this project must be reviewed according to the technical standards provided in Ordinance #8l-6. However, as this project was previously approved, meeting the standards of Ordinance #81-6 and, as this proposed project is expected to generate less traffic than was previously approved, this project is deemed to meet the standards of approval according to Ordi- nance #81-6 and can be approved as submitted. PEAK HOUR The peak hour volumes generated by this project were calcu- lated in order to determine what additional site related improve- ments, if any, wi II be required. The peak hour vol umes were deterwined to be a percentage of the average daily traffic based upon generation rate information published in "Trip Generation". These peak hour volumes were calculated as follows: -5- PEAK HOUR USE % OF ADT GENERATION IN OUT BOAT STORAGE 0.8 (660) = 53 26 27 RETAIL 0.10 (2870) = 287 138 149 OFFICE 0.15 (20 1 ) = 30 6 24 RESTAURANT 0.077 ( 50 1 ) = 39 27 l2 RAW BAR 0.0991 (280) = 28 15 13 MARINA O.lO (53) = ~ -2 ~ TOTAL 449 212 231 These peak hour turning volumes are shown in Figure 3 . ROADWAY IMPROVEMENTS Intersection analyses have been prepared for the intersec- tions of Boynton Beach Boulevard and Ocean Avenue with US. #1 and the project driveway entrances with Ocean Avenue. The critical movement analyses prepared by this office were done according to the procedures and cr iter ia establ ished in Transportation Re- search Board Circular 212, 1980 and the 1985 Highway Capacity Manual. These analyses are shown in Appendix B. Based upon a review of these analyses, it is concluded that no additional intersectional improvements will be required. These analyses did assume that Boynton Beach Boulevard would be extended from U.S. #1 to the site. CONCLUSION This multi-use commercial project is expected to generate an average of 4,5'12 trips per day at such time that this facility is fully occupied. l\.s this project generates less than 501 net trips per day, this project is not required to meet the standards of the 1990 Traffic Performance Standards Code of Palm Beach County, according to the Municipal Implementation Ordinance. -6- .u".u "1~.OOl'APHU:' 311..0 1----1 I I I I w > c( I I w I I ~ ~ -l wO I UJ ,....,.. ~> t:: I CDC\l ~ ~CD ...J'" fJ) C') 00 ........ 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PEAK HOUR VOLUMES figure west palm beach, fl. 3 ....oj Therefore, as this project was previous 1 y approved meeting the standards of the Traffic Performance Standards Ordinance #81-6 and, as the revisions to the previously approved site plan are expected to generate less traffic than was previously approved, this project is defined to meet the standards of approval accord- ing to the Traffic Performance Standards Ordinance #81-6 and can be approved as submitted. In addition, a review of the peak hour turning volumes reveals that no additional turn lanes are re- quired as a result of this petition. -7- APPENDIX APPENDIX A THRESHOLD VOLUMES LEVEL OF SERVICE "D" (AVERAGE DAILY TRAFFIC) ROADWAY TPQ Two Lane 13, 100 Four Lane Undivided 27,800 Four Lane Divided 30,000 Five Lane Undivided 30,000 Six Lane Divided 46,400 Eight Lane Divided 60,000 Six Lane Freeway 95,000 TRANSPORTATION RESEARCH CENTER CRITICAL MOVEMENT ANALYSIS BOYNTON BCH BLVD & US 1 DATE 4/20/90 ********************************** LEVEL OF SERVICE A SATURATION 41 CRITICAL N/S VOL 481 CRITICAL E/W VOL 190 CRITICAL SUM 671 ************************************* LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH 1 R. . 12.0 R. . 12.0 R. . 12.0 R. . 12.0 2 T. . 12.0 T. . 12.0 T. . 12.0 T. . 12.0 3 T. . 12.0 T. . 12.0 L.. 12.0 L. . l2.0 4 L. . 12.0 L. . 12.0 . . . . 5 . . . 6 NORTHBOUND TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT 361 786 45 49 594 282 364 143 279 40 163 62 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (%) 5 5 5 5 LOCAL BUSES (*/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENG'rH :4. :4. . 1. . . 80 . BOTH TURNS PROTECTED (WITH OVERLAP) BOTH TURNS PROTECTED (WITH OVERLAP) o - 99 (*PEDS/HR) SECONDS CRITICAL LANE VOLUMES BY MOVEMENT THRU -RIGHT LEFT NORTHBOUND 481 o SOUTHBOUND 363 o EASTBOUND 166 o WESTBOUND 190 o LEFT TURN CHECK I NPUT VOL rJME ADJUSTED VOL CAPACITY -- MOVEMENT NORTHBOUND 361 o o N/A SOUTHBOUND 49 o o N/A EASTBOUND 364 o o N/A WESTBOUND 40 o o N/A TRANSPORTATION RESEARCH CENTER CRITICAL MOVEMENT ANALYSIS OCEAN AVE & US 1 DATE 4/20/90 ********************************** LEVEL OF SERVICE A SATURATION 39 CRITICAL N/S VOL 572 CRITICAL E/W VOL 72 CRITICAL SUM 644 ************************************* LANE NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH 1 2 3 4 5 6 R. . T. . T.. L. . 12.0 12.0 12.0 12.0 R. . T. . T. . L. . 12.0 12.0 12.0 12.0 R. . T. . L. . 12.0 12.0 12.0 R. . T. . L. . 12.0 l2.0 12.0 . . . NORTHBOUND TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 20 935 140 TRUCKS (%) 5 5 5 5 207 687 38 44 62 31 165 58 229 LEFT THRU RIGHT LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .9 .9 .9 .9 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTH :4. BOTH TURNS PROTECTED (WITH OVERLAP) :4. BOTH TURNS PROTECTED (WITH OVERLAP) 1. 0 - 99 (#PEDS/HR) : 80 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT THRU -RIGHT LEFT NORTHBOUND 572 o SOUTHBOUND 420 o EASTBOUND 72 o WESTBOUND 67 o LEFT TURN CHECK INPUT VOLUME ADJUSTED VOL CAPACITY .- MOVEMENT NORTHBOUND 20 o o N/A SOUTHBOUND 207 o o- N/A EASTBOUND 44 o o N/A WESTBOUND l65 o o N/A