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TRAFFIC IMPACT ANALYSIS (APR 2005) ~=~ Kimley-Horn and Associates, Inc. TRAFFIC IMPACT ANALYSIS BETHESDA MEMORIAL HOSPITAL OPEN HEART CENTER BOYNTON BEACH, FLORIDA ~ Prepared for: Bethesda Memorial Hospital Boynton Beach, FL 040596003 April 2005 @ Kimley-Hom and Associates, Inc. CA # 00000696 4431 Embarcadero Drive West Palm Beach, Florida 33407 561/845-0665 TEL 561/882-0199 FAX ~.~ Christopher W Heggen, P E. FlorIda Registr~on N.-umber 586:6 T(eloS-' ,~ ~=~ Kimley-Horn and Associates, Inc. TABLE OF CONTENTS SECTION PAGE INTRODUCTION ......................................................................................... I INVENTORY AND PLANNING DATA.............................................................. 3 Inventory................................................................................................... 3 Planning Data............................................................................................ 3 PROJECT TRAFFIC................................................................... ........................... 4 Traffic Generation..................................................................................... 4 Traffic Distribution.................................................................................... 6 Traffic Assignment.................................................................................... 6 BACKGROUND TRAFFIC.................................................................................. 8 ASSURED CONSTRUCTION.............................................................................. 9 PART ONE - INTERSECTION EV ALUA TION ................................................10 Intersections on Project Accessed Links.................................................. 10 Intersections with Ten Percent Project Traffic......................................... 11 Signalized Site Driveway Access ............................................................ 11 P ART TWO - LINK EV ALUA TION ..................................................................12 Total Peak Hour....................................................................................... 12 Option I - Peak Hour Peak Direction (Class II Capacities) .....................12 Option II - Peak Hour Peak Direction (Class I Capacities) .....................13 Option III - Operational Arterial Analysis ..............................................13 DRIVEWAY CLASSIFICATION & TURN LANE REQUIREMENTS ............18 Driveway Classification.............. ........... ............................ ..... .......... ....... 18 Turn Lane Requirements............ ............................................................. 18 CONCLUSION.................................................................................................... 19 APPENDIX ............................. ................ ................................... Following Page 19 040596003-0405 Page i ~=~ Kimley-Horn and Associates, Inc. LIST OF FIGURES Fiaure No. Title Paae 1 Site Location Map.................................................................. ...... 2 2 Traffic Assignment................ .................................. ............. ........7 LIST OF TABLES Table No. Title Paae 1 Trip Generation............................................................................ 5 2 Average Daily Traffic Link Analysis (Test 1) ............................14 3 Alternate Test One (Option 1) ....................................................15 4 Alternate Test One (Option 2)....................................................16 5 2005 Arterial Operational Conditions ........................................17 040596003-0405 Page ii ~=~ Kimley-Horn and Associates, Inc. INTRODUCTION Bethesda Memorial Hospital an existing medical center located on the west side of Seacrest Boulevard south of Golf Road (23rd Avenue) in Boynton Beach, Florida. It is proposed to expand the existing hospital facility by adding an 86,167 square feet Open Heart Center. The location ofthe hospital campus is illustrated in Figure 1. Kimley-Horn and Associates, Inc. was retained to prepare a traffic impact analysis for the project. This document presents the methodology used and the findings of the traffic impact analysis. The analysis was conducted in accordance with the requirements of the Countywide Traffic Performance Standards of Palm Beach County. The analysis used current data available from Palm Beach County. A buildout year of 2007 was analyzed for the proposed expansion. 040596003-0405 Page 1 PIPERS GLEN BLVD. ci "" III 2 Iii ~ ~ ) NOT TO SCALE ~ ~ :i ~ ~ :i OLD BOYNTON RO. GOLF RD. COCONUT LN. W. A1\NrnC AVE. ci "" >< I LOWSON BLVD. UNTON BLVD. g CD BOYNTON BrACH LVD. Iii "" ~ III ci "" '" o Cl ~ WOOLBRIGHT RD. S.W. 23rd AVE. ~ III f:l "" CI z 8 lAKE lOA RD. W. A1\NrnC AVE. ~ ~ g 2 CD S! FIGURE 1 BETHESDA HOSPITAL SITE LOCATION MAP ~_n Kimley-Horn -......J_U and Associates, Inc. o 040596003 Apr 06, 2005 8: t6am by: Dave.Grlffln a Q) () o () .~ "10.) a ~ "10.) ~ ~=~ ...,. Kimley-Horn and Associates, Inc. INVENTORY AND PLANNING DA TA Inventory The data used in this analysis were obtained from Palm Beach County. They included: · 2004 peak hour roadway traffic volumes · Historic traffic count data · Roadway geometrics · Intersection turning movement counts Additional turning movement counts were collected by Kimley-Horn and Associates, Inc. Planning Data External access to the site is currently provided through two access driveways on Seacrest Boulevard and another driveway on Golf Road. No new additional access driveways are planned to be created in conjunction with the proposed addition. 040596003-0405 Page 3 ~=~ Kimley-Horn and Associates, Inc. PROJECT TRAFFIC Traffic Generation The daily and peak hour trip generation potential for the proposed site plan was determined using trip generation rates published in the Palm Beach County Land Development Code for hospital use. A pass-by capture rate of five percent was applied. The proposed expansion consists of 86, 167 square feet of Hospital land use (ITE Code 610). The development plan was found to generate 1,374 daily, 98 a.rn. peak hour and 97 p.rn. peak hour net new external trips. Table 1 summarizes the daily and peak hour trips associated with the proposed development plan. 040596003-0405 Page 4 TABLE 1 BETHESDA MEMORIAL HOSPITAL TRIP GENERATION Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Proposed Site Traffic Hospital 86,167 S.F. 1,446 103 69 34 102 34 68 Pass-By Traffic Hospital 5.00% 72 5 3 2 5 2 3 Net Proposed External 1,374 98 66 32 97 32 65 Driveway Volumes 69 34 I 102 I 34 68 1,446 103 Note: Trip generation was calculated using the following data: Daily Traffic Generation Hospital [P.RC.] T = 16.78 trips per 1,000 s.f. AM Peak Hour Traffic Generation Hospital [ITE 610] T = 1.20 trips per 1,000 s.f. (67% in, 33% out) PM Peak Hour Traffic Generation Hospital [ITE 610] T = 1.18 trips per 1,000 s.f. (33% in, 67% out) c:\documents and settingslchris.heggenldesktoplw< 4/6/20058:02 ~-_n Kimley~om ~ U and Associates, Inc. Copyright @2005 ~=~ Kimley-Horn and Associates, Inc. Traffic Distribution The external traffic distribution is based upon the distribution determined in the traffic impact analysis for the hospital's most recent expansion. This distribution is summarized by general direction below: NORTH SOUTH EAST WEST 45% 20% 10% 25% Traffic Assignment The distributed external trips for the project were assigned to the roadway network within the radius of influence. The project assignment is illustrated in Figure 2. The radius of development influence was based on the number of net external trips generated by the proposed project plus any portions of the site that have been completed within the past five years. The site has undergone other expansion projects within the past five years. These projects are: - Medical Office Phase I 32,835 s.f. opened 2002 - Medical Office Phase II 88,442 s.f. opened 2003 - Rehabilitation Center 56,277 s.f. not yet open Therefore, the total square footage of these three prior expansions plus the proposed project were included in the determination of the radius of influence. This trip generation calculation is shown in Table A-I of the Appendix. Based upon the net traffic generation, it was determined that the maximum radius of development influence for Test 1 of the Traffic Performance Standards is two miles. The Test 2 maximum radius of influence is two miles. 040596003-0405 Page 6 lAKE Ill'I RD. ~ ~ ) NOT TO SCALE ~ 06. 2005 8:15am by. Dove.Grlffln g CD Iii "" ~ III ~ 10 'P" FIGURE 2 BETHESDA HOSPITAL TRAFFIC ASSIGNMENT ~_n Kimley-HDrn -......J_U and Associates, Inc. o 040596003 ~ d Q) () o () .~ "10.) a ~ ..... ~ ~=~ Kimley-Horn and Associates, Inc. BACKGROUND TRAFFIC Background traffic includes two components: · Traffic from the unbuilt portions of the previous hospital expansion · Historical growth A review was conducted for committed developments within the vicinity of the proposed project site. No major projects that would contribute traffic greater than 10% of roadway capacity were found. Therefore, existing traffic volumes were increased to future background conditions using factors determined by a review of historic traffic count data (2001 AADT to 2004 AADT) published by Palm Beach County. These growth rates were applied to existing volumes (peak Season 2004). In addition, traffic associated with of the Rehabilitation Center was included separately as additional traffic because this previously approved expansion has not yet opened. 040596003-0405 Page 8 ~=~ Kimley-Horn and Associates, Inc. ASSURED CONSTRUCTION The existing laneage for each link analyzed was identified. A review of the Five- Year Plans for Palm Beach County and the Florida Department of Transportation was made to identify pertinent roadway improvements. No committed roadway improvements that are expected to add roadway capacity were identified within the study area. 040596003-0405 Page 9 ~=~ Kimley-Horn and Associates, Inc. PART ONE -INTERSECTION EVALUA TION Intersections on Project Accessed Links An analysis was undertaken for intersections nearest to each link directly accessed by the project on Golf Road and on Seacrest Boulevard. The intersections were analyzed using the Critical Sum planning methodology as outlined in the 1985 Highway Capacity Manual (HCM). Existing counts were adjusted to the year 2007 conditions and traffic that will be generated by the Rehabilitation Center was included in the total volumes. For the intersection count conducted prior to 2003 (Gulf stream Boulevard & Seacrest Boulevard), traffic generated by both Phase I and Phase II of the previous expansion was also included. Trip generation calculations for the Rehabilitation Center and Phases I and II of the Medical Office are summarized in the Appendix in Tables A-2 and A-3, respectively. Growth rates at the intersections are based upon weighted averages of the growth rates for each leg of the intersection. At the intersection of Congress Avenue & Golf Road, the growth rate for Congress Avenue has been reduced by 0.5% to account for diversion from 1- 95 during construction. The critical sum analysis shows that the intersection of Golf Road and Seacrest Boulevard will not exceed the threshold of 1,400 vehicles per hour with the existing intersection geometry. Also, the intersection of Gulfstream Boulevard and Seacrest Boulevard will not exceed the threshold. However, the intersection of Golf Road and Congress Avenue will exceed the threshold of 1,400 vehicles per hour with the existing geometries. Critical sum worksheets are included in the Appendix. Because the intersection of Golf Road and Congress Avenue exceeds the maximum volume threshold of 1,400 vehicles per hour outlined in the Critical Sum planning 040596003-0405 Page 10 ~=~ Kimley-Horn and Associates, Inc. methodology, the intersection was analyzed usmg the signalized intersection methodologies from the 2000 Highway Capacity Manual. The analysis indicates that the intersection of Golf Road and Congress Avenue will operate at a level of service 'D' during a.m. and p.rn. peak periods at buildout of the project with signal timing optimization. Cycle lengths were not changed from existing conditions. Intersections with Ten Percent Project Traffic on Approach The proposed Palm Beach County Traffic Performance Standards stipulate that an analysis shall be undertaken for intersections where the project traffic comprises 10% or more of the total traffic on at least one of the intersection approaches. No intersections were found to fall within the category of this level ofproject impact and therefore none were analyzed. Signalized Site Driveway Access The signalized intersection of S.E. 26th Avenue & Seacrest Boulevard serves as the main access point for the overall hospital site. Therefore, turning movement counts were collected at this intersection and future operating conditions, including traffic from the proposed expansion, were analyzed at this intersection using CMA methodology. As shown in this analysis, the volumes of traffic at this driveway are well below the CMA maximum threshold of 1,400 vehicles. 040596003-0405 Page 11 ~=~ Kimley-Horn and Associates, Inc. PART TWO - LINK EVALUA TION Total Peak Hour A two-way peak hour link performance standard evaluation was undertaken for each link considering its total two-way peak hour traffic volume and the roadway laneage to be in place in 2007. Project traffic and total traffic for both a.m. and p.m. peak hours for two-way peak hour conditions are shown in Table 2. Significance was determined by including the trip generation from the total 121 ,277 square foot recent expansion of Medical Office use, the 56,277 square foot Rehabilitation Center plus the proposed Open Heart Center because all of these expansions have occurred within the past five years. Table A-I in the Appendix summarizes the trip generation calculation that was undertaken to determine project traffic significance. Woolbright Road from Interstate 95 to Seacrest Boulevard, Golf Road from Congress Avenue to U.S. 1 and Seacrest Boulevard from the Boynton Beach Boulevard to George Bush Boulevard were found to be significantly impacted by the project. Option ,- Peak Hour Peak Direction (Class /I Capacities) The significantly impacted links that failed to meet total peak hour level of service standards were analyzed for peak hour peak direction future conditions against the Class II Level of Service 'D' capacities to determine whether they would pass the Option I standard. Table 3 shows the results of this analysis. As can be seen, the following links do not meet this standard: Golf Road from the site access to Congress Avenue (westbound a.m. and p.m. peak hours; eastbound p.rn. peak hour) and Seacrest Boulevard from the site access to George Bush Boulevard (westbound a.m. peak hour, eastbound p.m. peak hour). 040596003-0405 Page 12 ~=~ Kimley-Horn and Associates, Inc. Option 11- Peak Hour Peak Direction (Class I Capacities) The links that failed Option I were analyzed for peak hour peak direction future conditions against the Class I Level of Service 'D' capacities to determine whether they would meet the criteria of the Option II standard. Table 4 shows the results of this analysis. As can be seen, Golf Road from the site access to Congress Avenue does not meet this standard during the a.m. peak hour in the westbound direction. Seacrest Boulevard from the site access to George Bush Boulevard does not meet this standard during the p.m. peak hour in the northbound direction. An additional requirement of the Option II analysis is that the intersections at each end of the links shall be analyzed using the 1985 CMA HCM analysis to determine whether or not the intersections will operate below the threshold of 1,400 vehicles per hour. The intersection of Seacrest Boulevard and George Bush Boulevard will operate below the threshold of 1,400 vehicles per hour. Therefore, this link meets the Option II Standard. Option 11I- Operational Arterial Analysis A detailed arterial analysis was performed on the two roadway links that do not meet the Option I or Option II Standards. These links were analyzed for peak hour peak direction future arterial conditions against the level of service 'D' speed thresholds for the time period and the direction that are expected to fail in order to determine whether they would meet the Option III standard using HCM arterial analysis operational methodology. These analyses show that both links will operate within Level of Service 'D' speed thresholds. Therefore, the project meets the criteria for Part Two of Test One. The arterial analysis is summarized in Table 5. 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'li 1i, .5 ~ ." ~ ~ ::l 5 J; " " ~ ;,; in B o Z ~=~ Kimley-Horn and Associates, Inc. Table 5 2005 Arterial Operational Conditions AM. Peak Hour P.M. Peak Hour Roadway Link Speed Level of Speed Level of (mph) Service (mph) Service Golf Road from U.S. I to Golf Road 24.4 C N/A N/A (Westbound) Seacrest Boulevard from George Bush Blvd to Site a ]Access /26th Ave N/A N/A 23.2 C (northbound) Test 2 The total daily trip generation of new development at the hospital within the last five years (including this project plus Phase I and Phase II of the medical office expansion plus the rehabilitation unit) was included in the determination of the project radius of influence. There are no deficient roadway segments within two miles of the project on the Test 2 map of deficient links. Therefore, the project meets the requirements for Test 2. 040596003-0405 Page 17 ~=~ Kimley-Horn and Associates, Inc. DRIVEWA Y CLASSIFICA TION AND TURN LANE REQUIREMENTS Driveway Classification According to the Palm Beach County "Guide to Parking Lot and Street Access Design Criteria and Standards", it is necessary to classify project entrances as minor, intermediate, or major according to the following criteria: 1. Minor - Provides for a maximum average daily traffic of 500 vehicles. 2. Intermediate - Provides services for a maximum average daily traffic from 501 to 2,000 vehicles. 3. Major - Provides service for a maximum average daily traffic greater than 2,000 vehicles. This project is not anticipated to change the classification of the site driveways. Turn Lane Requirements Palm Beach County code requires a right-turn lane when inbound peak hour right- turning traffic is 75 vehicles or more and a left-turn lane when inbound peak hour left-turning traffic is greater than 30 vehicles. The additional traffic is not expected to change requirements for turn lanes at any of the site driveways. The year 2000 study for the Phase I and Phase II expansion of the hospital determined that although an exclusive southbound right turn lane is warranted at the northern site driveway along Seacrest Boulevard, the low volume of southbound through traffic on Seacrest Boulevard enables the right-most through lane to function as a de-facto right turn lane. This outermost lane "drops off' shortly south ofthis area as Seacrest Boulevard transitions from a 4-lane road to a 2-lane road; therefore, this outer through lane serves a function similar to a "drop" turn lane. 040596003-0405 Page 18 ~=~ Kimley-Horn and Associates, Inc. CONCLUSION Bethesda Memorial Hospital proposes to construct a 86,167 square foot expansion to the existing hospital facility located on the west side of Seacrest Boulevard south of Golf Road (23rd Avenue) in Boynton Beach, Florida. Based on the intersection and roadway link analyses that were undertaken and are summarized in this report, the proposed development meets the provisions of the Palm Beach County Traffic Performance Standards. 040596003-0405 Page 19 ~=~ Kimley-Horn and Associates, Inc. APPENDIX ~=~ Kimley-Horn and Associates, Inc. Supplemental Trip Generation Tables TABLEA-1 BETHESDA MEMORIAL HOSPITAL TRIP GENERATION - SIGNIFICANCE TEST Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Proposed Site Traffic Hospital 142,444 S.F. 2,390 171 115 56 168 55 113 Medical Office 121,277 S.F. 4,382 301 238 63 377 102 275 Subtotal 6,772 472 353 119 545 157 388 Pass-By Traffic Hospital 5.00% 120 9 6 3 8 3 5 Medical Office 5.00% 219 15 12 3 19 5 14 Subtotal 339 24 18 6 27 8 19 Daily AM PM Internal Capture 4.96% 3.39% 4.04% 336 16 8 8 22 11 11 Net Proposed External 6,097 432 327 105 496 138 358 Note: Trip generation was calculated using the following data: Daily Traffic Generation Hospital [P.B.C.] = T = 16.78 trips per 1,000 s.f. Medical Office [P.B.c.] = T = 36.13 trips per 1,000 s.f. AM Peak Hour Traffic Generation Hospital lTE 610] = T = 1.20 trips per 1,000 s.f. (67% in, 33% out) Medical Office [TE 720] = T = 2.48 trips per 1,000 s.f. 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TABLE A-2 BETHESDA MEMORIAL HOSPITAL TRIP GENERATION - REHABILITATION CENTER Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Proposed Site Traffic Hospital 142,444 S.F. 2,390 171 115 56 168 55 113 Pass-By Traffic Hospital 5.00% 120 9 6 3 8 3 5 Net Proposed External 2,270 162 109 53 160 52 108 Rehabilitation Center 56,277 S.F. 897 64 43 21 63 21 43 Note: Trip generation was calculated using the following data: Daily Traffic Generation Hospital [P.B.e] = T = 16.78 trips per 1,000 s.f. AM Peak Hour Traffic Generation Hospital [ITE 610] = T = 1.20 trips per 1,000 s.f. (67% in, 33% out) PM Peak Hour Traffic Generation Hospital [ITE 610] = T = 1.18 trips per 1,000 s.f. (33% in, 67% out) - K1mley-Horn c:ldocuments and settingslchris.heggenldesktoplw< 4/6/20058:02 ~-~ and Associates, Inc. Copyright (Q 2005 TABLE A-3 BETHESDA MEMORIAL HOSPITAL MEDICAL OFFICE BUILDING TRIP GENERATION Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Buildout Site Traffic Medical Office 121,277 S.F. 4,382 301 238 63 377 102 275 Pass-By Traffic Medical Office 5.00% 219 15 12 3 19 5 14 Net Proposed External 4,163 286 226 60 358 97 261 Note: Trip generation was calculated using the following data: Daily Traffic Generation Medical Office [P.B.C.] = T = 36.13 trips per 1,000 s.f. AM Peak Hour Traffic Generation Medical Office [ITE 720] = T = 2.48 trips per 1000 s.( (79%in, 21 %out) PM Peak Hour Traffic Generation Medical Office [ITE 720] = Ln (T) = 0.93 * Ln(X) + 1.47 (27% in, 73% out) - Kimle r:jfom c:ldocuments and settingslchris.heggenldesktoplwc ~-~ 4/6/20058:02 y and Associates, Inc. Copyright (Q 2005 ~=~ Kimley-Horn and Associates, Inc. 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Q N 00 ~ ell CU ~ o o M o o t- t- N 'D - - t- V) o o o o o o N t- V) 00 t- V) - o o v o o N <:; N <:; '<t o o ~ o N <:; V) - V) '<t ..:t - , V) ":l: M - 00 o .;.. ~ o 11) ;> ~ OJ "[0 o CLl o In = = N ....~ f'l .c U "" ~ :; ,;:. ~ 'C '" "" := .c Eo< CLl ;> ~ OJ '50 ... o CLl o ... OJ Vi OJ '" o o ]' "; f-< ... OJ ... Ul OJ '" o o ]' "; f-< TRAFFIC SURVEY SPECIALISTS, INC. swISH 26TH AVENUE & SEACREST BOULEVARD 624 GARDENIA TERRACE Site Code : 00500100 BOYNTON BEACH, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/31/05 COUNTED BY: MIKE MALONE (561) 272-3255 FAX (561l 272-4381 File 1.0. : 26AVSEAC SIGNALIZED ENTRANCE TO BETHESDA HOSPITAL Page : 1 ALL VBHICLES -~_._--------------_._--------------------------------------------------------------------------------------------------------------- SEACREST BOULEVARD SE 26TH AVENUE SEA CREST BOULEVARD SM 26TH AVENUE From North From East From South From West Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total Date 03/3i/05 --...-.----------------.--........---......-----..-.....--.-----.-..-......_._..__._____...___.________..._..___.______ 07:00 22 202 0 0 0 3 1 127 7 5 0 10 377 07:15 22 212 1 2 0 3 2 161 3 13 0 25 444 07:30 29 144 0 3 1 4 0 141 13 7 1 37 380 '4 2 12 16 1 Dr Total 98 747 3 5 1 11 5 579 35 41 1 93 1619 08:00 29 180 2 1 0 1 1 9 9 0 20 385 08:15 12 158 2 0 0 2 2 9 7 0 7 285 08:30 29 107 2 2 1 1 2 7 12 2 8 297 4 Dr Total 103 593 10 5 1 5 8 35 34 2 48 1319 .-.-..---- * BREAK * -------.--.-------..-------..---....---..--.---------_----_______.__________________ 16:00 25 169 2 7 2 173 11 6 26 433 16:15 20 146 1 1 1 187 10 0 33 412 16:30 20 156 1 1 3 218 6 1 43 471 Dr Total 86 642 4 10 780 38 11 127 1755 17:00 21 169 2 1 3 2 228 7 6 1 474 17:15 22 162 2 0 0 2 200 4 7 1 423 17 :30 20 152 1 0 5 1 236 3 10 0 455 7' Hr Total 80 623 7 1 8 8 839 24 27 2 1719 -------------------------------------------------------------------------------------------------------- * TOTAL * 367 2605 24 I 22 13 31 I 25 2673 132 I 143 16 361 I 6412 SW/SB 26TH AVBNUB & SBACREST BOULEVARD BOYITON BBACH, FLORIDA COUNTBD BY: MIKB MALONE SIGNALIZED ENTRANCE TO BETHESDA HOSPITAL TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 Site Code : 00500100 Start Date: 03/31/05 File I.D. : 26AVSEAC Page : 2 ALL VEHICLES SEACRBST BOULBVARD SB 26TH AVBNUE Fro1ll North From Bast SBACRBST BOULEVARD SW 26TH AVBIUB From South From West Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total Date 03/31/05 ----------------------------------------------------------------------------------------------------------------------- SEACREST BOULEVARD SW/SB 26TH AVBNUB & SBACRBST BOULBVARD BOYNTON BBACH, FLORIDA COUNTBD BY: MIKE MALONE SIGNALIZBD BNTRANCB TO BBTHBSDA HOSPITAL TRAFFIC SURVBY SPECIALISTS, INC. 624 GARDENIA TBRRACB DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VBHICLBS SBACRBST BOULBVARD SB 26TH AVENUB From North From East SBACREST BOULEVARD SM 26TH AVENUE From South From West Site Code : 00500100 Start Date: 03/31/05 File 1.D. : 26AVSBAC Page : 3 Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total Date 03/31/05 -..-...---...--------...--------.------.--.----.----......-....-.-.....-----.........--.-----------------....-.--.-.-.- Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 03/31/05 Peak start 07:15 07:15 07:15 07:15 Volume 105 725 5 6 1 9 5 585 37 45 1 103 Percent m 87\ H 38% 6% 56% H 93% 6% 30% H 69% Pk total 835 16 627 149 Highest 07:15 07:30 07:15 07:30 Volume 22 212 1 3 1 4 2 161 7 1 37 Hi total 235 8 166 45 PHF .89 .50 .94 .83 SEACREST BOULEVARD SI/SB 26TH AVBNUB & SBACRBST BOULBVARD BOYNTON BRACH, FLORtDA COUNTED BY: MIKB MALONE SIGNALIZED ENTRANCE TO BETHESDA HOSPITAL SEACREST BOULEVARD SE 26TH AVENUE From North From East TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VBHICLBS SBACREST BOULEVARD SW 26TH AVENUB From South From West Site Code : 00500100 Start Date: 03/31/05 File I.D. : 26AVSBAC Page : 4 Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total Date 03/31/05 ----.---.--------.-....-.-.------.-.--...----------------...---.....-..--.----------..---..--..---------------.....-.-- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/31/05 Peak start 16:30 16:30 16:30 16:30 '~Volume 84 658 5 8 3 7 5 848 28 34 7 120 Percent 11% 88% 1% 44% 17% 39% 1% 96% 3% 21% 4% 75% Pk total 747 18 881 161 Highest 16:45 17:00 17:00 16:30 Volume 21 171 0 3 1 2 228 7 19 1 43 Hi total 192 7 237 63 PHF .97 .64 .93 .64 SEACREST BOULEVARD O' 84' 658' 5 120 848 8 o 84 658 5 976 747 ... 1,723 SW 2 6TH AVENUE 28 l 3 115 84 120 120 1 276 7 1:J 7 34 j 34 0 0 . ALL VEHICLES Intersection Total 1,807 SEACREST BOULEVARD Kimley-Horn and Associates, Inc. 4431 Embarcadero Drive Location: SEACREST BLVD. & NE 22nd ST. West Palm Beach, Florida File Name: SEA-22ST-DR City, State: DELRAY. FLORIDA 33407 Site Code : 00045507 Counter: DHG Start Date : 04/05/2005 Day of week: TUES. Page No : 1 Start Time Right Peds Right Peds Right Left Peds Right Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 49 0 5 0 1 57 2 0 0 85 0 277 04:15 PM 49 0 11 0 2 63 6 0 2 69 0 267 04:30 PM 64 0 10 0 2 65 1 0 0 53 0 269 04:45 PM 67 0 13 0 0 70 3 0 2 57 0 281 Total 229 0 39 0 5 255 12 0 4 264 0 1094 05:00 PM 52 75 4 0 9 3 0 0 2 97 6 0 0 5 79 0 332 05:15 PM 37 53 2 0 7 2 0 0 3 90 4 0 4 4 102 0 308 05:30 PM 39 44 12 0 7 0 2 0 0 70 6 0 2 0 69 0 251 05:45 PM 37 67 5 0 10 1 0 0 3 60 5 0 2 4 63 0 257 Total 165 239 23 0 33 6 2 0 8 317 21 0 8 13 313 0 1148 Grand Total 394 477 51 o.g I 72 13 7 o.g I 13 572 33 o.g I 12 21 577 o.g I 2242 Apprch % 42.7 51.7 5.5 78.3 14.1 7.6 2.1 92.6 5.3 2.0 3.4 94.6 Total % 17.6 21.3 2.3 0.0 3.2 0.6 0.3 0.0 0.6 25.5 1.5 0.0 0.5 0.9 25.7 0.0 App. Int. .;rW Total Total 04:30 PM 220 243 20 0 483 39 11 3 0 53 7 322 14 0 343 6 14 291 0 311 1190 Percent 45. 50. 4.1 0.0 73. 20. 5.7 0.0 2.0 93. 4.1 0.0 1.9 4.5 93. 0.0 5 3 6 8 9 6 05:00 52 75 4 0 131 9 3 0 0 12 2 97 6 0 105 0 5 79 0 84 332 Volume Peak 0.896 Factor High Int. 04:30 PM 04:45 PM 05:00 PM 05:15 PM Volume 64 63 4 0 131 13 3 2 0 18 2 97 6 0 105 4 4 102 0 110 Peak 0.922 0.736 0.817 0.707 Factor Kimley-Horn and Associates, Inc. 4431 Embarcadero Drive location: SEACREST BLVD. & AVOCADO RD. West Palm Beach, Florida File Name: SEA-AVO CAD City, State: DElRAY, FLORIDA 33407 Site Code : 12345678 Counter: lM Start Date : 04/05/2005 Day of week: TUES. Page No : 1 Start Time Right Peds Right Peds Right Peds Right Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 0 4 0 0 0 0 0 255 04:15 PM 0 0 1 0 1 0 0 0 263 04:30 PM 0 0 2 0 3 0 0 0 267 04:45 PM 0 0 3 0 0 0 0 0 264 Total 0 0 10 0 4 0 0 0 1049 05:00 PM 1 131 1 0 3 0 6 0 0 178 0 0 2 0 1 0 323 05:15 PM 0 93 1 0 0 0 1 0 0 188 3 0 1 0 1 0 288 05:30 PM 2 99 0 0 1 0 1 0 0 145 1 0 0 0 1 0 250 05:45 PM 0 103 1 0 2 0 1 0 0 122 2 0 0 0 0 0 231 Total 3 426 3 0 6 0 9 0 0 633 6 0 3 0 3 0 1092 Grand Total 3 901 4 o.g I 16 0 27 o.g I 4 1171 8 o.g I 3 0 4 o.g I 2141 Apprch % 0.3 99.2 0.4 37.2 0.0 62.8 0.3 99.0 0.7 42.9 0.0 57.1 Total % 0.1 42.1 0.2 0.0 0.7 0.0 1.3 0.0 0.2 54.7 0.4 0.0 0.1 0.0 0.2 0.0 App. Int. "".ij! Total Total 04:30 PM 1 470 3 0 474 8 0 19 0 27 3 628 5 0 636 3 0 2 0 5 1142 Percent 0.2 99. 0.6 0.0 29. 0.0 70. 0.0 0.5 98. 0.8 0.0 60. 0.0 40. 0.0 2 6 4 7 0 0 05:00 131 0 133 3 0 6 0 9 0 178 0 0 178 2 0 1 0 3 323 Volume Peak 0.884 Factor High Int. 05:00 PM 04:30 PM 05:15 PM 05:00 PM Volume 1 131 0 133 2 0 7 0 9 0 188 3 0 191 2 0 0 3 Peak 0.891 0.750 0.832 0.417 Factor U 10.1 I::l ~ <( M Z ..,. C 10.1 -I -I ~ III ~ C) z :i i= 10.1 !;t Q o o CO o 0 o 0 .... .... o 0 o 0 o :::J ..,. o o M ..... ..,. .... ..... .... I- 0 ~ Z Z Z ~ Z 0 0 0 0 0 LLI co z z z z LLI :I: ~ C) z :E 0- 0 0- M 0- 0 In M M M In M t= 0 0 0 0 .... :E LLI I- ~ ~ Z Z Z ~ Z ~ 0 0 0 0 Z Z Z Z 0 0 0 0 0 N M .... N '" 0 '" N In M M M M M 10.1 ::J Z 0 10.1 ~ M M 0 .... III ~ Z Z Z ~ Z ~ 0 0 0 0 II:: Z Z Z Z C) Z 0 u Lr..i Q 0 0 0 Z 0 0 0 0: <( ;..:. Iii N ~. 10.1 .... M " 0- 0- M ..,. 0- ~ In .... M M In .... Z Q 10.1 ::J II:: ::J C) M Z Q 10.1 M ~ 10.1 ~ 10.1 -, III 0 III Q 10.1 0 II:: II:: .... 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"" ~ N C) 0 Z ~ j:: LU 0 !:;: Z Q ..; ..: l:J g > ::J Cl 2i ... l:J ... ., 0 > 0 0 d N .... .... t:i ILl 0 0 :J: ...: ...: III ILl Q ~ ~ ~ III 0:: Iii ILl ...J ~ ...J U 0 -< 0:: LU 0 0 I- III d d z Q ,.., N 0 Z -< U ...I 0 ~ 0 ~ :J: U III :J: C) i: 0 0 U ~ ~ ~ g In 0 2i ,.; N Ill: g 0 ~ 0- 0 0- .n ~ ~ In 0 In ~ -< :;;: ~ Z LU ~=~ Kimley-Horn and Associates, Inc. Intersection Analysis Worksheets Intersection Growth Rate Calculations Congress Avenue & Golf Road North Leg East Leg South Leg West Leg AADT 41624 15024 41351 11712 109711 Growth Rate 3.3% * 0.3% 4.5% * 8.3% 1373.592 45.072 1860.795 972.096 4251.555 3.88% * Growth rate on Congress Avenue reduced by 0.5% on both approaches to account for diversion from 1-95 during construction. Seacrest Avenue & Golf Road North Leg East Leg South Leg West Leg AADT 22769 9417 22769 16085 71040 Growth Rate 1.2% 1.2% 1.2% 5.1% 273.228 113.004 273.228 820.335 1479.795 2.08% INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL GOLF ROAD AND CONGRESS AVENUE (Existing Geometry) Growth Rate = Peak Season = Buildout Year = Years = 3.88% 1.00 2007 3 AM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (01/29/04 175 979 127 304 1776 93 93 409 285 186 212 175 Peak Season Volume 175 979 127 304 1,776 93 93 409 285 186 212 175 Background 196 1,097 142 341 1,991 104 104 458 319 209 238 196 Rehab Unit Traffic 0 0 3 6 0 0 0 1 0 1 0 3 Project Assignment 0% 0% 7% 13% 0% 0% 0% 2% 0% 7% 2% 13% Direction in in In in in in in in in out out out Proj ect Traffic 0 0 5 9 0 0 0 1 0 2 1 4 Total 196 1,097 150 356 1,991 104 104 460 319 212 239 203 Critical Volume Analysis No. of Lanes 1 I 3 <0 1 I 3 I <0 1 I 1 I 1 1 1 I 1 Approach Volume 1,443 2,451 883 654 Per Lane Volume 196 I 416 nla 356 699 nla 104 I 460 319 212 239 203 North-South Critical NB LT+SBTH= 895 SB LT+NBTH= 772 East-West Critical EB LT+WBTH= 343 WB LT+EBTH= 672 Maximum Critical Sum 895 + 672 = 1,567 STATUS? OVER PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (01/29/04 327 2283 185 211 1076 193 129 322 108 119 278 291 Peak Season Volume 327 2,283 185 211 1,076 193 129 322 108 119 278 291 Background 367 2,559 207 237 1,206 216 145 361 121 133 312 326 Rehab Unit Traffic 0 0 1 3 0 0 0 0 0 3 1 6 Project Assignment 0% 0% 7% 13% 0% 0% 0% 2% 0% 7% 2% 13% Direction in In In In In In In in in out out out Project Traffic 0 0 2 4 0 0 0 1 0 5 1 8 Total 367 2.559 210 244 1.206 216 145 362 121 141 314 340 Critical Volume Analysis No. of Lanes 1 I 3 I <0 1 I 3 I <0 1 I 1 I 1 1 1 1 Approach Volume 3,136 1,666 628 795 Per Lane Volume 367 I 923 I nla 244 474 I nla 145 I 362 I 121 141 314 340 North-South Critical NB LT+SBTH= 841 SB LT+NBTH= 1167 East-West Critical EB LT+WBTH- 459 WB LT+ EB TH= 503 Maximum Critical Sum 1167 + 503 = 1,670 r , r ... . SIAIUS! OVER c:ldocumen/s and settingslchris.heggenldesktoplwork bin \{bethesda-tia.xls Jgolf cong 4/6/20058:09 Short Report Page 1 of 1 SHORT REPORT General Information lSite Information Analyst Intersection Congress Ave & Golf Rd Agency or Co. KHA ~rea Type All other areas Date Performed 4/5/2005 ~urisdiction Boynton Beach Time Period AM Peak Hour ~nalysis Year 2007 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 3 0 1 3 0 Lane group L T R L T R L TR L TR Volume (vph) 104 460 319 212 239 203 196 1097 150 356 1991 104 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A ~tartup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 ane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N lParking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Excl. Left EW Perm 03 04 Excl. Left SB Only NS Perm 08 lTiming G = 17.0 G = 34.0 G= G= G = 13.0 G = 12.0 G = 34.0 G= Y- 5 Y= 5 Y= Y= Y= 5 Y- 0 Y- 5 Y- Duration of Analysis (hrs = 0.25 Cycle LenQth C = 130.0 Lane Group Capacity, Control Dela\ , and LOS Determination EB WB NB SB Adj. flow rate 109 484 336 223 252 214 206 1313 375 2205 Lane group cap. 442 497 646 295 497 646 240 1329 476 1818 v/c ratio 0.25 0.97 0.52 0.76 0.51 0.33 0.86 0.99 0.79 1.21 Green ratio 0043 0.26 0040 0043 0.26 0040 0.36 0.26 0049 0.35 Unif. delay d1 23.5 47.6 29.5 32.5 40.9 27.0 33.8 47.8 34.2 42.0 Delay factor k 0.11 0048 0.13 0.31 0.12 0.11 0.39 0049 0.33 0.50 Increm. delay d2 0.3 33.6 0.8 10.7 0.9 0.3 25.3 21.7 8.6 101.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ~ontrol delay 23.7 81.1 30.3 43.2 41.7 27.3 59.1 69.5 42.9 143.1 Lane group LOS C F C 0 0 C E E 0 F Apprch. delay 56.0 37.7 68.1 128.6 Approach LOS E 0 E F Intersec. delay 89.8 Intersection LOS F HCS2000™ Copyright @2000 University of Florida, All Rights Reserved Version 4.le file~II(;~\no~l1mp.nh::OIr. ?()~nrlOIr. ?()~ptt1nn-"\"l.r;,, l..................\ T ~~n 10/ ,.,f'lC'~4+:___\'T'___\ _"'Ln1 L__,_ AI Jr,f""'t.^"''- Short Report Page 1 of 1 SHORT REPORT lGenerallnformation !Site Information IAnalyst Intersection Congress Ave & Golf Rd IAgency or Co. KHA IArea Type All other areas Date Performed 4/5/2005 ~urisdiction Boynton Beach tTime Period AM Peak Hour - Optimized IAnalysis Year 2007 Volume and Timina InDut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 3 0 1 3 0 Lane group L T R L T R L TR L TR Volume (voh) 104 460 319 212 239 203 196 1097 150 356 1991 104 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. areen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasina Excl. Left EW Perm 03 04 Excl. Left SB Only NS Perm 08 tTiming G - 10.0 G = 30.0 G= G= G = 10.0 G = 14.0 G = 46.0 G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 0 Y= 5 Y= Duration of Analysis (hrs = 0.25 Cvcle Lenath C = 130.0 Lane Group Capacity, Control Dela, , and LOS Determination EB WB NB SB Adj. flow rate 109 484 336 223 252 214 206 1313 375 2205 Lane group cap. 304 438 559 197 438 559 197 1798 461 2371 ~/c ratio 0.36 1.11 0.60 1.13 0.58 0.38 1.05 0.73 0.81 0.93 Green ratio 0.35 0.23 0.35 0.35 0.23 0.35 0.43 0.35 0.58 0.46 Unif. delay d1 30.7 50.0 35.1 35.5 44.3 32.0 34.7 36.6 36.1 33.0 Delay factor k 0.11 0.50 0.19 0.50 0.17 0.11 0.50 0.29 0.35 0.45 Increm. delay d2 0.7 74.6 1.8 104.1 1.9 0.4 76.7 1.5 10.7 7.3 P F factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 31.4 124.6 36.9 139.6 46.2 32.5 111.3 38.1 46.8 40.3 Lane group LOS C F 0 F 0 C F 0 0 0 A.pprch. delay 82.0 72.2 48.1 41.3 A.pproach LOS F E 0 0 Intersec. delay 53.4 Intersection LOS 0 HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1e file:IIC:\Docllmenh;:OIn?,O~nciOIn ?O~p.ttlnoc:\{'hric: hpoopn\ Tnt'''' 10/.. ')()c;;!13tt,n,.,.,,\ 'T'13-n1...\",,)lron .......... 1I/~ /''If\f\C Short Report Page 1 of 1 SHORT REPORT ~enerallnformation Site Information ~nalyst Intersection Congress Ave & Golf Rd ~gency or Co. KHA Area Type All other areas Date Performed 4/5/2005 Jurisdiction Boynton Beach Irime Period PM Peak Hour Analysis Year 2007 Volume and Timina InDut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 3 0 1 3 0 Lane group L T R L T R L TR L TR Volume (voh) 145 362 121 141 314 340 367 2559 210 244 1206 216 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startuo lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvoe 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 ane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 IPhasinQ Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Iriming G - 15.0 G - 34.0 G- G- G = 17.0 G = 54.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analvsis (hrs - 0.25 Cvcle LenQth C = 140.0 Lane Group Capacity, Control Dela\ , and LOS Determination EB WB NB SB Adj. flow rate 153 381 127 148 331 358 386 2915 257 1496 Lane group cap. 308 461 646 270 461 646 273 1974 273 1951 vIe ratio 0.50 0.83 0.20 0.55 0.72 0.55 1.41 1.48 0.94 0.77 Green ratio 0.39 0.24 0.40 0.39 0.24 0.40 0.54 0.39 0.54 0.39 Unif. delay d1 31.2 50.2 27.4 32.2 48.6 32.4 44.9 43.0 45.2 37.5 Delay factor k 0.11 0.36 0.11 0.15 0.28 0.15 0.50 0.50 0.45 0.32 Increm. delay d2 1.3 11.8 0.1 2.4 5.3 1.0 206.6 217.3 38.9 1.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 32.5 62.0 27.5 34.5 53.9 33.4 251.5 260.3 84.1 39.4 Lane group LOS C E C C D C F F F D Apprch. delay 48.5 41.7 259.3 46.0 Approach LOS D D F D Intersec. delay 153.2 Intersection LOS F HCS2000™ Copyright ~ 2000 University of Florida, All Rights Reserved Version 4.1e t:l~.J/~.\T\_"'n___+-_O/""'{\....._...:In/"'I\C'1_....":___\_1-~_1_____u\T 1fi/1"'\^r1 ~~. Short Report Page 1 of 1 SHORT REPORT General Information Site Information iAnalyst Intersection Congress Ave & Golf Rd iAgency or Co. KHA !Area Type All other areas Date Performed 4/5/2005 lJurisdiction Boynton Beach rrime Period PM Peak Hour - Optimized iAnalysis Year 2007 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 3 0 1 3 0 Lane group L T R L T R L TR L TR Wolume (vph) 145 362 121 141 314 340 367 2559 210 244 1206 216 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 3 4 3 3 4 3 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 10 0 10 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 Timing G = 36.0 G= G= G= G = 8.0 G = 14.0 G = 67.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 0 Y= 5 Y= Duration of Analysis (hrs = 0.25 Cycle Length C - 140.0 Lane Grouo Caoacity, Control Dela" and LOS Determination EB WB NB SB l\dj. flow rate 153 381 127 148 331 358 386 2905 257 1486 Lane group cap. 141 489 784 101 489 565 440 2962 157 2423 IIlc ratio 1.09 0.78 0.16 1.47 0.68 0.63 0.88 0.98 1.64 0.61 Green ratio 0.26 0.26 0.49 0.26 0.26 0.35 0.67 0.58 0.54 0.48 Unif. delay d1 52.0 48.3 20.1 52.0 46.8 38.0 35.9 28.7 41.5 26.9 Delay factor k 0.50 0.33 0.11 0.50 0.25 0.21 0.40 0.48 0.50 0.20 Increm. delay d2 100.4 7.9 0.1 255.4 3.7 2.3 17.9 12.4 313.6 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.624 1.000 0.798 Icontrol delay 152.4 56.2 20.2 307.4 50.5 40.3 53.8 30.3 355.1 22.0 Lane group LOS F E C F D D D C F C ~pprch. delay 71.5 91.6 33.1 71.1 iApproach LOS E F C E Intersec. delay 54.6 Intersection LOS D HCS2000™ Copyright@2000UniversityofFlorida, All Rights Reserved Version 4.1e .c:1_."~.\T"""ll.________.L_n/f"\I"\___...:In/f"\^n ..I..... \ 1 . .. Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL GOLFROADANDSEACRESTBOULEVARD (Existing Geometry) 2.08% 1.00 2007 3 AM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (01/29/04 114 587 30 75 727 133 148 251 252 46 192 53 Peak Season Volume 114 587 30 75 727 133 148 251 252 46 192 53 Background 121 624 32 80 773 141 157 267 268 49 204 56 Rehab Unit Traffic 3 8 1 0 16 3 2 1 5 1 2 0 Project Assignment 12% 37% 3% 0% 37% 8% 8% 4% 12% 3% 4% 0% Direction out out out In in in out out in in in in Project Traffic 4 12 1 0 24 5 3 1 8 2 3 0 Total 128 644 34 80 813 149 162 269 281 52 209 56 Critical Volume Analysis No. of Lanes 1 I 2 <0 1 I 2 I <0 1 I 1 I <0 1 I 1 I <0 Approach Volume 806 1,042 712 317 Per Lane Volume 128 I 339 n/a 80 I 481 I n/a 162 550 n/a 52 265 n/a North-South Critical NB LT+SB TH= 609 SB LT+NBTH= 419 East-West Critical EB LT+WBTH= 427 WB LT+EBTH= 602 Maximum Critical Sum 609 + 602 = 1,211 STATUS? NEAR PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (01/29/04 217 816 50 84 560 120 183 253 142 49 266 68 Peak Season Volume 217 816 50 84 560 120 183 253 142 49 266 68 Background 231 868 53 89 596 128 195 269 151 52 283 72 Rehab Unit Traffic 5 16 1 0 8 2 3 2 3 1 1 0 Project Assignment 12% 37% 3% 0% 37% 8% 8% 4% 12% 3% 4% 0% Direction out out out in in in out out in in in in Project Traffic 8 24 2 0 12 3 5 3 4 1 1 0 Total 244 908 56 89 616 133 203 274 158 54 285 72 Critical Volume Analysis No. of Lanes 1 I 2 I <0 1 I 2 I <0 1 I 1 I <0 1 1 I <0 Approach Volume 1,208 838 635 411 Per Lane Volume 244 I 482 I n/a 89 I 375 I n/a 203 I 432 I n/a 54 357 I n/a North-South Critical NB LT+SBTH= 619 SB LT+NBTH= 571 East-West Critical EB LT+WBTH= 560 WB LT+EBTH= 486 Maximum Critical Sum 619 + 560 - 1,179 r, , , . SIAl US! UNDER 4/6/2005 8:02 c: Idocuments and settingslchris.heggenldesktoplwork binl[bethesda-tia.xls jgolf sea Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL SW 26th AVE AND SEACREST BOULEVARD (Existing Geometry) 1.20% 1.00 2007 2 AM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (03/31/05 37 585 5 5 725 105 103 1 45 9 1 6 Peak Season Volume 37 585 5 5 725 105 103 1 45 9 1 6 Background 38 599 5 5 743 108 105 1 46 9 1 6 Rehab Unit Traffic 9 0 0 0 0 22 11 0 4 0 0 0 Project Assignment 20% 0% 0% 0% 0% 52% 52% 0% 20% 0% 0% 0% Direction In in in out out in out out out in in in Project Traffic 13 0 0 0 0 34 17 0 6 0 0 0 Total 60 599 5 5 743 164 133 1 56 9 1 6 Critical Volume Analysis No. of Lanes 1 2 <0 1 I 2 I <0 0> I 1 I 1 0> I 1 I <0 Approach Volume 664 912 190 16 Per Lane Volume 60 302 n/a 5 454 I n/a 124 I 134 56 0 16.9 n/a North-South Critical NB LT+ SB TH= 514 SB LT+NBTH= 307 East-West Critical EB LT+WBTH= 141 WB LT+EBTH= 134 Maximum Critical Sum 514 + 141 = 655 STATUS? UNDER PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (03/31/05 28 848 5 5 658 84 120 7 34 7 3 8 Peak Season Volume 28 848 5 5 658 84 120 7 34 7 3 8 Background 29 868 5 5 674 86 123 7 35 7 3 8 Rehab Unit Traffic 4 0 0 0 0 11 22 0 9 0 0 0 Project Assignment 20% 0% 0% 0% 0% 52% 52% 0% 20% 0% 0% 0% Direction in In in out out in out out out in in in Project Traffic 6 0 0 0 0 17 34 0 13 0 0 0 Total 39 868 5 5 674 114 179 7 57 7 3 8 Critical Volume Analysis No. of Lanes 1 I 2 <0 1 I 2 I <0 0> 1 I 1 0> 1 <0 Approach Volume 912 793 243 18 Per Lane Volume 39 I 437 n/a 5 I 394 I n/a 172 243 I 57 0 18.7 n/a North-South Critical NB LT+ SB TH= 433 SB LT+NBTH= 442 East-West Critical EB LT+WBTH= 191 WB LT+EBTH- 243 Maximum Critical Sum 442 + 243 = 685 . " I" ... SlAlUS? UNDER 4/6/20058:02 c:\documents and seltings\chris.heggenldeskloplwork bin\[belhesda-tia.xls]26th sea Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL GULFSTREAM BOULEVARD AND SEACREST BOULEVARD (Existing Geometry) 1.20% 1.03 2007 5 AM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (08/28/02) 0 311 72 195 587 0 0 0 0 123 0 104 Peak Season Volume 0 320 74 201 605 0 0 0 0 127 0 107 Background 0 340 79 213 642 0 0 0 0 134 0 114 Rehab Unit Traffic 0 9 0 0 4 0 0 0 0 0 0 0 Medical Office Traffic 0 45 0 0 12 0 0 0 0 0 0 0 Project Assignment 0% 20% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% Direction in III III out out out out out out III in III Project Traffic 0 13 0 0 6 0 0 0 0 0 0 0 Total 0 407 79 213 664 0 0 0 0 134 0 114 Critical Volume Analysis No. of Lanes 0> 1 <0 1 I 1 <0 0> I 1 I <0 0> 1 I <0 Approach Volume 486 877 0 248 Per Lane Volume 0 486 I n/a 213 I 664 n/a 0 I 0 I n/a 134 261.4 T n/a North-South Critical NB LT+SBTH= 664 SB L T + NB TH = 699 East-West Critical EB LT+WB TH= 261 WB LT+EBTH= 134 Maximum Critical Sum 699 + 261 = 960 STATUS? UNDER PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (08/28/02) 0 563 91 103 461 0 0 0 0 65 0 171 Peak Season Volume 0 580 94 106 475 0 0 0 0 67 0 176 Background 0 616 99 113 504 0 0 0 0 71 0 187 Rehab Unit Traffic 0 4 0 0 9 0 0 0 0 0 0 0 Medical Office Traffic 0 19 0 0 52 0 0 0 0 0 0 0 Project Assignment 0% 20% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% Direction III in in out out out out out out in III III Project Traffic 0 6 0 0 13 0 0 0 0 0 0 0 Total 0 645 99 113 578 0 0 0 0 71 0 187 Critical Volume Analysis No. of Lanes 0> 1 I <0 1 I 1 <0 0> I 1 <0 0> I 1 I <0 Aooroach Volume 744 691 0 258 Per Lane Volume 0 744 I n/a 113 I 578 n/a 0 I 0 I n/a 71 I 265.1 I n/a North-South Critical NB L T + SB TH = 578 SB L T + NB TH = 857 East-West Critical EB LT+WB TH= 265 WB LT+EBTH= 71 Maximum Critical Sum 857 + 265 = 1,122 STATUS '! UND~R 4/6/2005 8:03 c: !documents and settingslchris. heggen \desktop \work bin ![bethesda-tia.xlsJ gulf sea Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL AVOCADOANDSEACRESTBOULEVARD (Existing Geometry) 1.20% 1.00 2007 2 PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (04/05/05 5 628 3 3 470 1 2 0 3 19 0 8 Peak Season Volume 5 628 3 3 470 1 2 0 3 19 0 8 Background 5 643 3 3 481 1 2 0 3 19 0 8 Rehab Unit Traffic 0 4 0 0 9 0 0 0 0 0 0 0 Medical Office Traffic 0 19 0 0 52 0 0 0 0 0 0 0 Project Assignment 0% 20% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% Direction in in in out out out out out out III in in Project Traffic 0 6 0 0 13 0 0 0 0 0 0 0 Total 5 672 3 3 555 1 2 0 3 19 0 8 Critical Volume Analysis No. of Lanes 1 1 0 0 I I <0 0> I 1 I <0 0> I I <0 Approach Volume 680 559 5 27 Per Lane Volume 5 I 675 nla 0 I 565 nla 0 I 5.2 I nla 17 28.9 nla North-South Critical NB LT+ SB TH= 570 SB LT+NB TH= 675 East-West Critical EB LT+WBTH= 29 WB LT+EBTH= 22 Maximum Critical Sum 675 + 29 = 704 ., , . StAtUS! UNDER 4/6/20058:02 c:\documenls and seltingslchris.heggenldesktoplwork bin\[belhesda-tia.xlsjavo sea Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL NE 22nd STREET AND SEACREST BOULEVARD (Existing Geometry) 1.20% 1.00 2007 2 PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (04/05/05 14 322 7 20 243 220 6 14 291 3 11 39 Peak Season Volume 14 322 7 20 243 220 6 14 291 3 11 39 Background 14 330 7 20 249 225 6 14 298 3 11 40 Rehab Unit Traffic 0 4 0 0 9 0 0 0 0 0 0 0 Medical Office Traffic 0 19 0 0 52 0 0 0 0 0 0 0 Project Assignment 0% 20% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% Direction in in in out out out out out out in in III Project Traffic 0 6 0 0 13 0 0 0 0 0 0 0 Total 14 359 7 20 323 225 6 14 298 3 11 40 Critical Volume Analysis No. of Lanes 1 I 1 I <0 1 I 1 I <0 0> 1 I <0 0> 1 <0 Approach Volume 380 568 318 54 Per Lane Volume 14 I 366 I nla 20 548 I nla 3 318.6 I nla 0 I 57 nla North-South Critical NB LT+ SB TH= 562 SB LT+NBTH= 386 East-West Critical EB LT+WBTH= 60 WB LT+EBTH= 319 Maximum Critical Sum 562 + 319 = 881 , . r. . StAtUS! UNDKR 4/6/2005 8:02 c:\documents and settingslchris.heggenldesktoplwork binl[bethesda-tia.xls]22nd sea Growth Rate = Peak Season = Buildout Year = Years = INTERSECTION ANALYSIS SHEET BETHESDA MEMORIAL HOSPITAL GEORGE BUSH BOULEVARD AND SEACREST BOULEV ARDINE 2ND AVE (Existing Geometry) 0.50% 1.00 2007 7 AM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (11/16/00) 3 131 4 94 294 11 16 178 6 24 63 66 Peak Season Volume 3 131 4 94 294 11 16 178 6 24 63 66 Background 3 136 4 97 304 11 17 184 6 25 65 68 Rehab Unit Traffic 0 7 0 1 3 0 0 0 0 0 0 1 Medical Office Traffic 0 36 0 2 10 0 0 0 0 0 0 7 Project Assignment 0% 16% 0% 3% 16% 0% 0% 0% 0% 0% 0% 3% Direction in in III out out out out out out in III III Project Traffic 0 11 0 1 5 0 0 0 0 0 0 2 Total 3 190 4 101 322 11 17 184 6 25 65 78 Critical Volume Analysis No. of Lanes 0> I 1 <0 0> T 1 <0 0> I 1 I <0 0> 1 <0 Approach Volume 197 434 207 168 Per Lane Volume 0 I 200 nla 98 I 444.1 I nla 0 I 208.7 I nla 8 170.5 nla North-South Critical NB LT+SB TH= 444 SB L T + NB TH = 298 East-West Critical EB LT+WB TH= 171 WB LT+EB TH= 217 Maximum Critical Sum 444 + 217 = 661 STATUS? UNDER PM Peak Hour Intersection Volume Development Northbound Southbound Eastbound Westbound LT Thru RT LT Thru RT LT Thru RT LT Thru RT Existing Volume (11/16/00) 3 223 8 45 199 18 9 57 4 18 95 117 Peak Season Volume 3 223 8 45 199 18 9 57 4 18 95 117 Background 3 231 8 47 206 19 9 59 4 19 98 121 Rehab Unit Traffic 0 3 0 1 7 0 0 0 0 0 0 1 Medical Office Traffic 0 16 0 8 42 0 0 0 0 0 0 3 Project Assignment 0% 16% 0% 3% 16% 0% 0% 0% 0% 0% 0% 3% Direction in in III out out out out out out III in in Project Traffic 0 5 0 2 10 0 0 0 0 0 0 1 Total 3 255 8 58 265 19 9 59 4 19 98 126 Critical Volume Analysis No. of Lanes 0> 1 <0 0> I 1 <0 0> I 1 <0 0> 1 I <0 Approach Volume 266 342 72 243 Per Lane Volume 0 I 269 nla 55 I 400 nla 0 I 81 I nla 10 244.9 I nla North-South Critical NB L T + SB TH - 400 SB LT+NBTH= 324 East-West Critical EB LT+WBTH= 245 WB LT+EB TH= 91 Maximum Critical Sum 400 + 245 = 645 .1 .1 . SlAlUS! UNDER 4/6/20058:23 c:\documents and seltingslchris.heggenldesktoplwork bin\[belhesda-tia.xls]george sea ~=~ Kimley-Horn and Associates, Inc. Arterial Analysis Worksheets HCS2000: Urban Streets Release 4.1d Phone: Fax: E-Mail: OPERATIONAL ANALYSIS Analyst: Agency / Co. : Date Performed: Analysis Time period: Urban Street: Direction of Travel: Jurisdiction: Analysis Year: Project ID: Bethesda KHA 4/6/2005 AM Peak Hour Golf Road West-bound Boynton Beach 2007 Memorial Hospital Description of Arterial Analysis period length 0.25 hr o U.S. 1 1 Seacrest Avenue 2 Congress Avenue 3 4 5 6 7 8 9 10 11 12 13 14 15 Length Urban Free of street flow Running segment class speed time Section (mi) (mph) (sec) 0.40 2 35 42.0 1 1. 50 2 35 154.3 2 Seg. Cross street name Intersection Delay Estimates Seg Cycle Green v/c Lane PVG Arr. I Unit Init. Cntrl. Other Inter. length ratio ratio cap. if type fac- ext. queue delay delay LOS C g/C X c Input AT tor (sec) (veh) (sec) (sec) 1 150.0 0.347 0.437 638 3 1. 000 3.0 0 38.2 0.0 D 2 130.0 0.231 0.575 438 3 0.901 3.0 0 46.0 0.0 D 3 4 5 6 7 8 9 10 11 12 13 14 15 Arterial Level of Service Inter. Sum of Sum of Arterial Running control. Other time by length by Arterial LOS by Seg. Sect. time delay delay section section speed section (sec) (sec) (sec) (sec) (mi) (mph) 1 1 42.0 38.2 0.0 80.2 0.40 18.0 D 2 2 154.3 46.0 0.0 200.3 1. 50 27.0 C 3 4 5 6 7 8 9 10 11 12 13 14 15 Total travel time (x) = 280.5 sec Total length (y) = 1. 90 miles Total travel speed, Sa = 3600 x (y) / (x) = 24.4 mph Total urban street LOS (Exhibit 15-2) = C Intersection Files in the Analysis 1: C:\Docurnents and Settings\chris.heggen\Desktop\Work Bin\Sea-Golf-AM-opt.hcs 2: C:\Docurnents and Settings\chris.heggen\Desktop\Work Bin\Con-Golf-AM-opt.hcs 3 : 4 : 5 : 6 : 7 : 8 : 9 : 10: 11: 12: 13: 14: 15: Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Intersection Sea crest Ave & Golf Rd Agency or Co. KHA Area Type All other areas Date Performed 4/5/2005 Jurisdiction Boynton Beach trime Period AM Peak Hour - Optimized Analysis Year 2007 Volume and Timina Inout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane group L TR L TR L TR L TR rvolume (vph) 162 269 281 52 209 56 128 644 34 80 813 149 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G = 13.0 G = 52.0 G= G= G = 17.0 G = 48.0 G= G= y= 5 y= 5 y= y= y= 5 y= 5 y= y= Duration of Analvsis (hrs = 0.25 Cvcle Lenath C = 150.0 Lane Group Capacity, Control Dela\ , and LOS Determination EB WB NB SB Adj. flow rate 171 579 55 279 135 714 84 1013 Lane group cap. 447 608 216 638 256 1149 331 1131 v/c ratio 0.38 0.95 0.25 0.44 0.53 0.62 0.25 0.90 Green ratio 0.47 0.35 0.47 0.35 0.47 0.32 0.47 0.32 Unif. delay d1 24.8 47.8 29.7 37.7 30.5 43.3 25.1 48.6 Delay factor k 0.11 0.46 0.11 0.11 0.13 0.20 0.11 0.42 Increm. delay d2 0.5 25.2 0.6 0.5 2.0 1.0 0.4 9.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.4 73.0 30.3 38.2 32.6 44.3 25.5 58.1 Lane group LOS C E C 0 C 0 C E Apprch. delay 62.1 36.9 42.5 55.6 Approach LOS E 0 0 E Intersec. delay 51.5 Intersection LOS 0 HCS2000™ Copyright (!;i 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20~nci%,)OSp.ttlnu~\r.hri~ hpuupn\ T nf'!;Ilo/,. ')Oc;;:,ptt1T\fTC'\ 'T'pn'>n\C',)lrn 1 .......n A /t::./'lf'lf'lI:: Short Report Page 1 of 1 SHORT REPORT lGenerallnformation lSite Information IAnalyst Intersection Congress Ave & Golf Rd IAgency or Co. KHA IArea Type All other areas Date Performed 4/5/2005 ~urisdiction Boynton Beach lTime Period AM Peak Hour - Optimized IAnalysis Year 2007 Volume and Timina InDut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 3 0 1 3 0 Lane group L T R L T R L TR L TR Volume (vph) 104 460 319 212 239 203 196 1097 150 356 1991 104 % Heaw veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~tuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival tvpe 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Excl. Left EW Perm 03 04 Excl. Left SB Only NS Perm 08 T'iming G = 10.0 G = 30.0 G= G= G = 10.0 G = 14.0 G = 46.0 G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 0 Y= 5 Y= Duration of Analysis (hrs = 0.25 Cycle LenQth C = 130.0 Lane GrouD Capacity, Control Dela\, and LOS Determination EB WB NB SB IAdj. flow rate 109 484 336 223 252 214 206 1313 375 2205 Lane group cap. 304 438 559 197 438 559 197 1798 461 2371 'r-t/c ratio 0.36 1.11 0.60 1.13 0.58 0.38 1.05 0.73 0.81 0.93 Green ratio 0.35 0.23 0.35 0.35 0.23 0.35 0.43 0.35 0.58 0.46 Unif. delay d1 30.7 50.0 35.1 35.5 44.3 32.0 34.7 36.6 36.1 33.0 Delay factor k 0.11 0.50 0.19 0.50 0.17 0.11 0.50 0.29 0.35 0.45 Increm. delay d2 0.7 74.6 1.8 104.1 1.9 0.4 76.7 1.5 10.7 7.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 31.4 124.6 36.9 139.6 46.2 32.5 111.3 38.1 46.8 40.3 Lane group LOS C F D F D C F D D D Apprch. delay 82.0 72.2 48.1 41.3 Approach LOS F E D D Intersec. delay 53.4 Intersection LOS D HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1e fil~.llr.\ n""',,..... "'...+" OL '){\n...,.10L '){\C'~H~_~n\~t..-=n t..~~___1 T ___10/ "'f'\CI_u.~_ __I'T'_.u __ \ _", rl'" , HCS2000: Urban Streets Release 4.1d Phone: Fax: E-Mail: OPERATIONAL ANALYSIS Analyst: Agency / Co. : Date Performed: Analysis Time Period: Urban Street: Direction of Travel: Jurisdiction: Analysis Year: Project ID: Bethesda KHA 4/6/2005 PM Peak Hour Seacrest Blvd North-bound Boynton Beach 2007 Memorial Hospital Description of Arterial Analysis period length 0.25 hr Seg. Cross street name Length Urban Free of street flow Running segment class speed time Section (mi) (mph) (see) 0.85 2 35 87.6 1 0.20 2 35 25.0 2 0.20 2 35 25.0 3 1. 00 2 35 103.0 4 o George Bush Blvd 1 NE 22 St 2 Avocado Rd 3 Gulfstream Blvd 4 26th Ave 5 6 7 8 9 10 11 12 13 14 15 Intersection Delay Estimates Seg Cycle Green v/c Lane PVG Arr. I Unit Init. Cntrl. Other Inter. length ratio ratio cap. if type fac- ext. queue delay delay LOS C g/C X c Input AT tor (see) (veh) (see) (see) 1 100.0 0.600 0.339 1137 3 1.000 3.0 0 10.2 0.0 B 2 100.0 0.700 0.532 1330 3 0.950 3.0 0 7.6 0.0 A 3 120.0 0.500 0_839 933 3 0.833 3.0 0 31.7 0.0 C 4 150.0 0.300 0.943 1076 3 0.431 3.0 0 59.5 0.0 E 5 6 7 8 9 10 11 12 13 14 15 Arterial Level of Service Inter. Sum of Sum of Arterial Running control. Other time by length by Arterial LOS by Seg. Sect. time delay delay section section speed section (sec) (sec) (sec) (sec) (mi) (mph) 1 1 87.6 10.2 0.0 97.8 0.85 31.3 B 2 2 25.0 7.6 0.0 32.6 0.20 22.1 C 3 3 25.0 31.7 0.0 56.7 0.20 12.7 F 4 4 103.0 59.5 0.0 162.5 1. 00 22.2 C 5 6 7 8 9 10 11 12 13 14 15 Total travel time (x) = 349.5 sec Total length (y) = 2.25 miles Total travel speed, Sa = 3600 x (y)! (x) = 23.2 mph Total urban street LOS (Exhibit 15-2) = C Intersection Files in the Analysis 1: C:\Documents and Settings\chris.heggen\Desktop\Work Bin\Sea-22-PM.hcs 2: C:\Documents and Settings\chris.heggen\Desktop\Work Bin\Sea-Avo-PM.hcs 3: C:\Documents and Settings\chris.heggen\Desktop\Work Bin\Sea-Gulf-PM.hcs 4: C:\Documents and Settings\chris.heggen\Desktop\Work Bin\Sea-26-PM.hcs 5 : 6 : 7 : 8 : 9 : 10: 11: 12: 13: 14: 15: Short Report Page 1 of 1 SHORT REPORT lGenerallnformation Site Information IAnalyst Intersection Seacrest Ave & SE 26 Ave IAgency or Co. KHA fA.rea Type All other areas Date Performed 4/5/2005 ~urisdiction Boynton Beach h'ime Period PM Peak Hour IAnalysis Year 2007 Volume and Timina InDut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 0 1 0 1 2 0 1 2 0 Lane group LT R LTR L TR L TR Volume (vph) 179 7 57 7 3 8 39 868 5 5 674 114 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. areen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasina EW Perm 02 03 04 Excl. Left NS Perm 07 08 h'iming G = 25.0 G= G= G= G = 10.0 G = 40.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 ICvcle LenQth C = 90.0 Lane Group Capacity. Control Delav, and LOS Determination EB WB NB SB Adj. flow rate 195 60 18 41 919 5 829 Lane group cap. 380 449 452 410 1607 377 1573 v/c ratio 0_51 0.13 0.04 0.10 0.57 0.01 0.53 Green ratio 0.28 0.28 0.28 0.61 0.44 0.61 0.44 Unif. delay d1 27.4 24.4 23.7 8.5 18.6 8.7 18.1 Delay factor k 0.12 0.11 0.11 0.11 0.17 0.11 0.13 Increm. delay d2 1.2 0.1 0.0 0.1 0.5 0.0 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 28.6 24.5 23.8 8.6 19.1 8.7 18.5 Lane group LOS C C C A B A B Apprch. delay 27.6 23.8 18.7 18.4 Approach LOS C C B B Intersec. delay 19.7 Intersection LOS B HCS2000™ Copyright <9 2000 University of Florida, All Rights Reserved Version 4.1e file:/ /e: \Documents%20and%20Settings\chris.heggen \Local%20Settim!s\ T emn \s2k~ 'i. tmn 4/h/?()()'\ Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Intersection Seacrest Ave & Gulfstream Blvd Agency or Co. KHA Area Type All other areas Date Performed 4/5/2005 Jurisdiction Boynton Beach Time Period PM Peak Hour Analysis Year 2007 Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 1 0 1 0 1 0 1 1 0 Lane group L R TR L T 1V0lume (vph) 71 187 645 99 113 578 % Heavv veh 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (P/A) A A A A A A IStartup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 ~iming G = 25.0 G= G= G= G = 20.0 G = 60.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analvsis (hrs = 0.25 lCycle Length C = 120.0 Lane Group Capacitv, Control Dela1 , and LOS Determination EB WB NB SB Adj. flow rate 75 197 783 119 608 Lane group cap. 376 336 933 514 1346 ~/c ratio 0.20 0.59 0.84 0.23 0.45 Green ratio 0.21 0.21 0.50 0.71 0.71 Unif. delay d1 39.2 42.8 25.8 9.5 7.5 Delay factor k 0.11 0.18 0.37 0.11 0.11 Increm. delay d2 0.3 2.7 6.9 0.2 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 39.5 45.5 32.7 9.8 7.7 Lane group LOS D D C A A IAPprch. delay 43.8 32.7 8.1 Approach LOS D C A Intersec. delay 24.4 Intersection LOS C HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1e file:/ /e: \Documents%20and%20Settings\chris.heggen \Local%20SettinQ:s\ Temn \s2kfi7. tmn A.Jh/?OO~ Short Report Page 1 of 1 SHORT REPORT lGenerallnformation Isite Information Analyst Intersection Seacrest Ave & Avocado Rd Agency or Co. KHA ~rea Type All other areas Date Performed 4/5/2005 ~urisdiction De/ray Beach Time Period PM Peak Hour fA,nalysis Year 2007 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 1 0 1 1 1 0 0 1 0 Lane group LTR L R L T TR Volume (vph 2 0 3 19 8 5 672 555 1 % Heavy veh 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 IActuated (P/A) A A A A A A A A A IStartup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 !Timing G = 20.0 G= G= G= G = 70.0 G= G= G= y- 5 y- y= y= y= 5 y- y- y- Duration of Analysis (hrs = 0.25 Cycle Lenath C = 100.0 Lane Group Capacitv, Control Dela~ , and LOS Determination EB WB NB SB Adj. flow rate 5 20 8 5 707 585 Lane group cap. 342 287 323 535 1330 1330 ~/c ratio 0.01 0.07 0.02 0.01 0.53 0.44 Green ratio 0.20 0.20 0.20 0.70 0.70 0.70 Unif. delay d1 32.1 32.5 32.2 4.5 7.2 6.5 Delay factor k 0.11 0.11 0.11 0.11 0.13 0.11 Increm. delay d2 0.0 0.1 0.0 0.0 0.4 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 !control delay 32.1 32.6 32.2 4.5 7.6 6.7 Lane group LOS C C C A A A Apprch. delay 32.1 32.5 7.6 6.7 Approach LOS C C A A Intersec. delay 7.8 Intersection LOS A HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.le file://C:\Documents%20and%20Settinp'~\c'hri~ hp.uup.n\ Tn('~ 1 OJ,., ?()~",ttlnCT"\ '1'''''.........\ ,,"llrAD +--_ AIL l'"lnnr Short Report Page 1 of 1 SHORT REPORT General Information !Site Information ~nalyst Intersection Sea crest Ave/2 Av & 22 St ~gency or Co. KHA !Area Type All other areas Date Performed 4/5/2005 lJurisdiction Delray Beach ~ime Period PM Peak Hour !Analysis Year 2007 Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Lane group LTR LTR L TR L TR ~olume (vph) 298 14 6 3 11 40 14 359 7 20 323 225 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 IActuated (PIA) A A A A A A A A A A A A IStartup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. areen 2.0 2.0 2.0 2.0 2.0 2.0 IArrival tvoe 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasina EW Perm 02 03 04 NS Perm 06 07 08 ~iming G - 30.0 G= G= G= G = 60.0 G= G= G= Y - 5 y- y- y= y= 5 y- y- y= Duration of Analvsis Chrs - 0.25 Cycle Length C = 100.0 Lane Group Capacitv, Control Dela\ , and LOS Determination EB WB NB SB Adj. flow rate 335 57 15 385 21 577 Lane group cap. 397 505 392 1137 549 1070 v/c ratio 0.84 0.11 0.04 0.34 0.04 0.54 Green ratio 0.30 0.30 0.60 0.60 0.60 0.60 Unif. delay d1 32.8 25.4 8.2 10.0 8.2 11.8 Delay factor k 0.38 0.11 0.11 0.11 0.11 0.14 Increm. delay d2 15.2 0.1 0.0 0.2 0.0 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 48.0 25.5 8.2 10.2 8.2 12.4 Lane group LOS D C A B A B Apprch. delay 48.0 25.5 10.1 12.2 Approach LOS D C B B Intersec. delay 20.8 Intersection LOS C HCS2000™ Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1 e f::l""./Ir'.\ n~~n_~~4-nO/ "{\~~,.10/ "{\C'~U~~~nl ~1..":_ 1.._____1 T ___10/ ~/'\Cl_....~_ __I'T'____\ _~L"'''' L___ A IF J"^^r"