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REVIEW COMMENTS ~ Co '.. ) " .1. ~., 1&61) J/~- --"~Jk.., .,. ~ k MURRAY-DUDECK & ASSOCIATES TRAFFIC ENGINEERING CONSUL T ANTS January 14, 1986 David Levy 1600 South Dixie Highway, Suite SC Boca Raton, Florida 33432 RE: Traffic Report For The Overall Impact Study On The Developments In The Vicinity Of SW 8th Street & Woolbright Road In The City Of Boynton Beach In Palm Beach County HDDl'1 Project #85-180 Dear David: I am pleased to submit subject project. The report findings and recommendations. the Traffic Impact Analysis outlines the evaluation and Report for the summarizes the I appreciated the service. Please advise required on this report. opportunity of providing this traffic engineering if further information and/or clarifications are Sincerely, D~ ~:::;.~ fl. . L-PLANTATION OFFICE: 936 WEST TROPICAL WAY. PLANTATION, FLORIDA 33317. (305) 584.0073 BOCA RATON OFFICE: 21464 WOODCHUCK WAY. BOCA RATON, FLORIDA 33433. (305) 487-3231 MURRAY-DUDECK & ASSOCIATES TRAFFIC I~WACT ANALYSIS REPORT ON THE OVERALL WOOLBRIGHT ROAD -- SW 8TH STREET PROJECTS LOCATED JUST WEST OF 1-95 -- WOOLBRIGHT ROAD INTERCHANGE IN THE CITY OF BOYNTON BEACH ~ MURRAY-DUDECK & ASSOCIATES n ':74 IV) Prepared By: pCI~ 'pY//~ Daniel N. Nurray, P.E. J!Jf-/P6 Date MURRAY-DUDECK & ASSOCIATES TABLE OF CONTENT ---------------- ---------------- Page Introduction..................................................1 Site Location Map -- Figure #1................................2 Project Land Use Data.........................................3 Trip Generation...............................................4 Project Internal Trips........................................5 Other Related Project Trip Generation.........................6 Trip Distribution.............................................7 Daily Traffic Assignment......................................7 Peak Hour Development Traffic.................................7 Trip Distribution Percentages Figure #2....................8 Trip Distribution Percentages Figure #2A...................9 Trip Distribution Percentages Figure #2B..................I0 Trip Distribution Percentages Figure #2C..................l1 Average Daily Development Traffic Assigned -- Figure #3......12 Area Average Daily Traffic Assigned -- Figure #4.............13 AM Peak Hour Traffic.........................................14 PM Peak Hour Traffic.........................................15 Other Development Peak Hour Traffic..........................16 Peak Hour Traffic Assignment.................................16 AM Peak Development Hourly Traffic -- Figure #5..............17 PH Peak Development Hourly Traffic -- Figure #6..............18 Traffic Performance Standards Category Evaluations...........19 Traffic Performance Standard Evaluation -- Figure #7.........20 Highway Capacity Analysis....................................21 Highway Link Capacity -- Figure #8...........................22 Highway Capacity Level Of Service Summary....................23 Relative Weighed Comparisons Of Developments.................24 SW 8th Street Corridor Highway Requirements..................2S Fair Share Traffic Impact Fees...............................26 Trip Generation Comparison...................................27 Trip Comparison -- PCD.......................................27 Conclusions..................................................28 Appendix "A" Appendix "E" Traffic Counts Highway Capacity Analysis ~ MURRAY-DUDECK & ASSOCIATES INTRODUCTION ------------ ------------ The purpose of this traffic report is to undertake a detailed traffic impact analysis on Woolbright Place, Woolbright Center, and the Shoppes At Woolbright Place, based on site plan data prepared by Kilday & Associates, Landscape Architects/Planners. Included in the overall analysis ~ill be a traffic incremental assessment of active projects in the vicinity of Woolbright Road & ~T 8th Street, so that accurate transportation needs & improvements can be established & implemented, which will insure the maintenance of a reasonable traffic level of service. Other specific projects included in the analysis were: Palm Beach Commerce Center, Pylon Interstate Park and the HI Parcel between RR & 1-95. The significant impact areas will be the SI,T 8th Street corridor between Boynton Beach Road & I':oolbright Road, the intersection of Sl'] 8th Street & Woolbright Road and the 1-95 signalized ramp intersections at Woolbright Road. As secondary impact areas, the intersections of Congress Avenue & Woolbright Road, Congress Avenue & Ocean Drive, and SW 8th Street & Boynton Beach Road were analyzed. For further details on the project location & impact areas, reference should be made to the Site Location Map--Figure #1. To ensure that the traffic flow and safety issues are properly addressed, the City of Eoynton Beach has required the developer of Woolbright Place to submit a overall traffic impact analysis & report, which addresses the total impact of ALL RELATED PROJECTS. Furthermore, the report has to adequately examine the project traffic generation levels to determine if the project generates a siznificant impact as indicated in the Palm Beach County Traffic Performance Standards. Hurray-Dudeck & Associates, Traffic Engineering Consultants have been retained by Tradewinds Development Corporation to investigate and determine the overall traffic impacts created by the several proposed & approved developments. In conducting the traffic evaluation it was necessary to examine the adjacent highway links to assess the development access and its interaction with the roadways. Additionally, a detailed revievr of the City of Boynton Beach files was conducted to obtain any information on other projects. Thirdly, manual counts during the peak periods at the critical intersections werc obtained from Palm Beach County & the Department of Transportation and were conducted by }WRRAY-DUDECK & ASSOCIATES. This data is reflected in Appendix "A". Likewise, an examination of the surrounding highway network & adjacent trip attractions & trip productions was made, to be determinc reolistic route sclections and trip patterns. -1- MURRAY-DUDECK & ASSOCIATES SITE LOCATION MAP ----------------- ----------------- Figure #1 Old Boynton Beach Rd. Ocean Drive Congress Ave. ************** * Hoolbright * * Place PUD * ************:~* ************** ************** 1-95 SB Off-Ramp * Woolbright * * Center * ************** * Shoppes At * * \<loolbright * * Place * J ************** Woolbright Rd. ********':c**** ******************* * Hini * * Warehouse * ************* * Palm Beach * * Commerce Center * ******************* 1-95 SB On-Ramp SW 8th St. -2- t NORTH 1-95 Boynton Beach Rd. , , , t , t t , , ********** t * HI * , * Parcel * , ********** t t t , , I-95 NB , On-Ramp , , t t , , t t , 1-95 NB t Off-Ramp t t t 1-95 MURRAY-DUDECK & ASSOCIATES PIWJECT LAND VSE DATA --------------------- --------------------- The "Traffic Impact Analysis" '''3S based on the site plan data obtained fro~ Kilday & Associates for Woolbright Place & the Shoppes At Woolbright Place and developer committed maximUfl square foot data on the office area of Woolbright Center. Specifically, the pertinent data used for traffic engineering purposes is as follows: .. ..... ................... ...... ........ ............ ..... ..... .............. ..... ......... .................. ........ ........... ................ .... .... Project Description Proposed ------------------- ------------------- -------- -------- Woolbright Place pun a. multi-fanily units b. church--school 1. 1st. phase 640 d. u. 2. 2nd. phase 500 seat church 100 school students fellO'i!ship hall 500 school students 1,200 seat church 1-- 3. 3rd. phase c. recreation 1. public -- active 2. puhlic -- p2ssive 2. private neighborhood sports field (7.0 acres) wooded park (1.7 acres) internal use for residential development Woolbright Center a. general office 62,000 sf Shoppes At Woolbright Place a. main center b. outparcel fl c. outparcel #2 d. outparcel #3 137,795 sf 3,000 sf 3,000 sf 3,200 sf ------- ------- IM),795 sf 5 acres Hini-\'Jarehouses ... ........ ......... ....................... .... ........ .................... ... ....... ......... ......... ................... ..... ... ........... ......... -3- MURRAY-DUDECK & ASSOCIATES TIUP GENETIATION --------------- --------------- In determining the trip generation for the proposed project it was necessary to use the recently published Institute of Transportations Engineers Trip Generation--Third Edition Publication. Additionally, data from other traffic studies prepared by tlliRTIAY-DUDECK & ASSOCIATES was referenced. The subsequent calculations reflect the method of traffic generation analysis at full built development generation capGcity: ...... ......................... .................. .......................... ...... ...... ....... ....... ..... ........................... ..... ............ Type of Facility Unit Size Trip Hate Daily Trips Woolbright Place PUD c. school 640 units 6.6 trips/unit 4,224 vpd 1,200 seats 1070 occupancy 1.0 trips/seat 120 vpd 507~ occupancy 0.8 trips/seat (480 vpd) 8m~ occup8ncy 0.8 trips/seat (768 vpd) 6m~ occupancy 0.8 trips/seat (576 vpd) oJ,~'# (1,82/+ vpd) "',~"-j" 500 students 1.02 trips/student 510 vpd a. residential b. church 1. weekday 2. ,,'eekend a. 1st service b. 2nd service c. evening service Woolbright Center a. bank b. general office c. medical office 5,000 sf L,2,000 sf 15,000 sf 192.0 trips/ksf 17.7 trips/ksf 54.6 trips/ksf Shoppes At Woolbright Place 146,795 sf 66.7 trips/ksf 1,920 vpd 726 vpd 601 vpd 3 , 2L~ 7 vpd 9,791 vpd 243 ------ ------ 18,135 vpd Nini-1-!arehouses 5 acres 48.6 trips/acre . Total Daily Trips = ~ 0:":: NOTE: (l,824 vpd) is weekend traffic which is not included in the daiJy traffic figures ..... ................. ....................... ............................ ...... ...... ........... ................ ............... ........................... ......1.. I................ ........ ... ........... -1,,- MURRAY-DUDECK & ASSOCIATES I'ROJECT INTERNAL TRIPS ---------------------- ---------------------- It is important to recognize that several trips generated by the development are attracted to other locations within the development area. Such trip purposes as home base to office or home base to shopping are examples of these trip patterns. Therefore, it is essential to factor in an adjustment for internal trips. By utilizing the established TRIP PURPOSE ( work trip = 30%, school trip = 10%, shopping trip = 18%, social & recreational trip = 21%, business trip = 12%, and other trip = 9% ) realistic estimates can be made. The subsequent calculations reflect the estimated internal trips: A. Residential Home-Base Trip 1. work trip = 4,224 vpd x 5% = 211 vpd 2. school trips = 4,224 vpd x 1% = 42 vpd 3. shopping trips = 4,224 vpd x 10% = 422 vpd 4. social & recreational = 4,224 vpd x 10% = 422 vpd ,.... 5. business trip 4,224 vpd 2% 84 vpd = x = 6. other trips(medical) = 4,224 vpd x 2% = 84 vpd --- 1,265 vpd B. Multi-Purpose Trip Attractions 1. office--shopping = 3,247 vpd. x 10% = 325 vpd 2. school--shopping = 510 vpd. x 5% = 25 vpd 3. church-school = 510 vpd. x 10% = 51 vpd 4. church--shopping = 120 vpd. x 5% = 6 vpd 5. office--school = 510 vpd. x 5% = 25 vpd 6. office--church = 120 vpd. x 5% = 6 vpd -- 438 vpd .... ....................... ...... ................................................. ....... ................... .... ... ............. .............. ......... ........ ........ .... .................. RESULTING EXTERNAL TRIPS = 18,135 - 1,265 - 1,265 - 438 = 15,167 vpd. .... ........ ............... ......................................................... ........ ................... .. ........................................................... ........................... .............................. -5- ~ MURRAY-DUDECK & ASSOCIATES OTHEf~ RELATED PI(OJECT TRIP GE}JEEATION ------------------------------------- ------------------------------------- An accurate measurement of the traffic impact on the adjacent intersection can not be undertaken, unless traffic from other related projects is recognized and factored into the analysis. Therefore, it is important to t~:e into account the Boynton Commerce Center (includes the Pylon Interstate Park) which is located on the southside of Woolbright Road along hath sides of SW 8th Street. Lil:ewise, the Ml zoned property between the railroad & 1-95 on the northside of Woolbright Road will introduce additional traffic, which has to be considered. The land use data based on discussions v!ith the property owners & estimated daily traffic for the above indicated developments are calculated by using the ITE Trip Generation Rates as follows: .... "'.. .... '" '" '" '" '" "'.. '" ............ '" '" "'.... ........ .... '" "'.. .......... '" '" "'.. '" '" ... '" ......... '" .... ... ........... '" ..... '" .............. ................. ... ..... Project Description Unit Size Trip Rate Daily Trips ------------------- ------------------- --------- --------- ----------- ----------- -, Palm Beach Comnerce Center a. office b. industrial c. motel = 619,800 sf 25.4 Gcrcs 150 rOODS (80% occupnncy) 10.9 trips/ksf 62.8 trips/acre 10.14 trips/occup. roon 6,756 vpd 1,595 vpd 1,217 vpd ----- 9,568 vpd 478 vpd ----- 9,090 vpd = assume 5% internal trips ... ...... ..... ... .... .... .... .... ........ ...... ............ ...... ...... .... HI Property = 20 acres 62.8 trips/acre 1,256 vpd ::: ::::: ::::: :::::: ::::::::::::::::::: ::::::::::::::::::: :::: :::::::::::::: TOTAL EXTEENAL DAILY TRAfFIC = 9,090 + 1,256 = 10,346 vpd ... ..... ..... ...... ..................... ....... .......... .................. ...... ........ ..... ................... ......... ......... ....... .... ........ -6- MURRAY-DUDECK & ASSOCIATES TRIP DISTRIBUTION ----------------- ----------------- To deterr:1ine realistic traffic distribution percentai;es, it is important to recognize the trip production & attraction characteristics, \.,hich were previously classi fied undcr n~IP PURPOSES. Also, motorists select specific routes based on travel cOQfort, travel time, travel safety, etc. Thus it is important to recognize the alternative highway links in considering trip route selection. Therefore after a careful review and evaluation of the surrounding trip influencing factors, the trip percentage distributions were determined as depicted in the Trip Distribution Percentages -- Figure #2, #2A, f2B, & #2C. DAILY TI~AFFIC ASSIGK:lm:T ------------------------ ------------------------. By utilizing the trip distribution percentages indicated in Figure #2, #2A, f2B & #2C the various project traffic on each affected highway link within the area of influence can be determined. The computations are depicted in Average Daily Development Traffic Assigned -- Figure #3. To determinc the overall impacts on the transportation network, it is necessary to recognize the traffic impacts on each of the highway links within the area of influence of the subject development. Therefore, the traffic levels under current conditions and due to tIle project generated traffic have to be assigned onto the transportation network. The critical traffic figures, which include the existing traffic, the related development traffic, and the background traffic, are depicted in the Area Average Daily Traffic Assigned -- Figure #4. PEAK HOUR DEVELOP}IENT TRAFFIC ----------------------------- ----------------------------- Since the real traffic impact is measured by calculating the peak hour capacity impacts at critical nodal points, it is important to deterrinc the average peak hour traffic. Based on the vnrious land use projects, the evening peal: hour period is the most critical tinc. HO\:c\'cr, the morning peak hour period \,rill generate suhstantial levels of traffic, especially the office land use category and usually different critical lane requirements are needed for this peak period. Therefore, both peak hour periods \Yere c81culated by using the ITE peak period trip rates, as follows: - -7- - TRIP DISTRIBUTION PERCENTAGES (residential/school/church) ----------------------------- t NORTH ----------------------------- Figure #2 Old Boynton Beach Rd. , (5%) 5%1 ....... ....... 5% (5%) Boynton Beach Rd. ( s%r- 5% ~ ~ Y(ls%) 1s%l Yls% (ls% ) .. ...oIl( - 10% Ocean Drive (10%) ~ Y(25%) 25%. 1-95 SB 1-95 NB YlO% (10%) . Off-Ramp On-Ramp Y75% (75%). Y(20%) 2o%A -c: ......-: ...oIl( ...oIl( Woolbright Rd. 20% _(50%) (30% )_ _(10%' - -- (20%) 50% 30% 10% ~ ~ ~ ~ YlO% (10%)1 Y5% (5%). Y 20% .(20%) I-95 SB 1-95 NB Congress Ave. On-Ramp Off-Ramp Sfl 8th St. LEGEND ****** _. (75%) Ingressing Traffic Distribution 75% Egressing Traffic Distribution -8- MURRAY DUDECK & ASSOCIATES MURRAY-DUDECK & ASSOCIATES ----------------------------- --------------------~--------- Tlnp DISTRIBUTION PlmCENTAGES (office & mini-warehouses) Old Boynton Beach ]~d. ...... 5'7 5~L ~ Y(5n 5" , n~ y 15/~ (15;;) . Figure #2A ........ 5% Ocean Drive (5~; ) ~ y (l 0:;) 107J y 5% (51.;). y 90i~ ......c 15/; (l5~6) ~ (90;';). ......c 70~{ 70/6 ~ Hoolbrioht Rd. y lO~~ (lO~O . y 5/~ (Sin. Congress Ave. SU 8th St. LEGE~lD *:.le;:.: ~:.~ ~:.:::~ (90%) 1ngressinb Traffic Distribution 90% Egressing Traffic Distribution -9- 1-95 SD Off-Ramp Y(30%) Y 307~ 1-95 SB On-Ramp t t)ORTlI Boyn ton Beach l~d. 1-95 NB On-Ramp 1-95 I\B Off-Lamp MURRAY-DUDECK & ASSOCIATES TTIIP D1STIUBUTIm; PERCENTAGES (shopping) Figure 1!2B t NOETH ----------------------------- ----------------------------- Old Boynton Beach Rd. -- 5C. 10 Boynton Beach Rd. (5%) .- ):::5%):~ , (lC~) 10% 1 -- 10~~ Ocean Drive ( 10/0) -- ':'5~;':' , (20/~) 20% 1 y 10% (l 0%) 1 1-95 SB Off-RClmp 1-95 NB On-Ramp 1 07, , >:<10%>:< Hoolbright , 80% ......c Rd. 35% (35%) -- (80%) 4 ......c 40% 40% -- (5%)4 , (l 0% ) y ls/~ (15;;) 1 y 5% y 1 O~~ Congress Ave. 1-95 SD On-Rnmp . (l O~ ) 1-95 NB Off-Pamp S\.' 8th St. LEGEND ~~:~:::::**~:;: (80%) Ingressing Traffic Distribution 80% Egressing Traffic Distribution *5%* Residential Off-system Trip Percent Attraction -10- w (l 0% ) , <l O/~> W 10%. , [5~'~] MURRAY-DUDECK & ASSOCIATES TRIP DISTRIBUTIOli PERCEt{TAGCS (other projects) ----------------------------- ------------------------------ t 1;QI:TI! Figure #2C Old Boynton Beach Rd. ..... 5/~ Boynton Beach Rd. 5C! h ~ y (5/~) 5% A ..... S/~ Ocean Drive (5n :.- y (1O~~) 10/; A 10% A [10%] ..... 1 OO~~ ( 10m: ) ~ 1-95 SB Off-Eamp 1-95 NB On-Eamp W 902 , <52> (901-..-.') ! [5;; J . w (30/0.') , <35/:> 30% [35n i -.c <5/~> 5<:' 1- 59 ;, [5%] ~ :~5%:':~ (lO/~) A <52> w Sic; (5%) '<100%,> [100;;;] A 301~ Y[35%] A (30/~) <352> 1-95 SB On-Ibnp 1-95 1m Off-Rar:1p Consress Ave. (80;;) 80% <100Z> [ 1 001, ] * 5~;~::~ S\~ 8th St. LEGE1.JD ..'.. ..I....t.. ..'~ oJ.....I.. .......,...........'....1....1.. IngressinB Traffic Distribution For HI Property Er,ressing Traffic Distri bution For tll Property 1ngressing Traffic Distribution For Palm Beach Commerce Center EgressinE Traffic Distribution For PaIr.J Beach Comuerce Center Residential Off-system Trip Percent Attraction -11- MURRAY -DUDECK & ASSOCIATES "'{12} 351 [143] (880) <1386> *125* -909- {25} ~ 350 [287] (1319) <1981> *126* -455- Congress Ave. AVERAGE DAILY DEVELOPMENT TRAFFIC ASSIGNED ------------------------------------------ ------------------------------------------ Old Boynton Beach Rd. LEGEND ****** \- {l2} 175 [143] (00) <330> *63* -00- {219} 2630 [2581] (7037) <12467> ~ *1130* -454- '"-{170} 1754 [2008] (3518) <7450> *816* -6818- SH 8th St. Figure #3 t NORTH Bo nton Beach Rd. Ocean Drive {36} 351 [430] (440) <1257> *188* -1591- {98} 1052 [ 1148] (2638) <4936> *440* -3636- {36 } 351 [430] (440) , <1257> , *188* , -1591- i~~}~ ~~~} [00] [144] ~ (440) (879) <615> <1561> *00* *63* -00- -00- '" {12} {l2},.( 351 351 [143] [143] (440) (880) <946> <1386> *63* *63* -00- {37} -00- {24}~ 701 877 [430] [287] (2199) (1759) <3367> <2947> *251* *126* -1364- -00- \~oolbri ht Rd. {37}~ 701 {12} ~ [430] 175 (3079) [143] <4247> (440) *251 * <770> -1818- *63* -9090- I-9s NB On-Ramp {36} 351 ~ [ 430] (440) <1257> 1-95 SB *188* On-Ramp -1591- ~ 1-95 I-95 NB Off-Ramp {26} {36} 350 351 [288] [430] (1758) (440) <2422> <1257> *64* *188* -454- -1591- {170} 1754 [2008] (3518) <7450> *816* -6818- Mini-Warehouse Daily Traffic Woolbright Place PUD (Residential/School/Church) Daily Traffic Woolbright Center (Office) Daily Traffic Shoppes At Woolbright Place (Shopping) Daily Traffic Total Project Development Daily Traffic M1 Parcel (Other Project) Daily Traffic Boynton Commerce Center (Other Project) Daily Traffic -12- MURRAY-DUDECK & ASSOCIATES AREA AVERAGE DAILY TRAFFIC ASSIGNED ----------------------------------- ----------------------------------- Old Boynton Beach Rd. 25510 (26125) -26125- *14500* <40625> \. 25510 (25840) -25903- *14500* <40403> 614 (2175) ~ -2238- *1000* <3238> " 2940 (3886) -3949- *1000>:: <4949> 2000 (3386) -3449- *1000* <4449> 12126 12616 00 00 (13512) (15983 ) (2947) (12467) -14546- -17598- -3073- -14051- * 11 000* * 11400* *1000* *2000:''' <25546> <28998> <4073> <16051> )r Woolbri ht Rd. ~ " ~ A 12126 12616 ~ 12616 ( 14107) (16863 ) 00 (20066) -14688- -18932- (770) -27700- * 11 000* *11400* -9923- *14500* <25688> <30332> *1000* <42200> <10923> Congress Ave. S\~ 8th St. LEGEND ****** Figure #4 Bo nton Beach Rd. Ocean Drive 4890 (6147) -7926- *500cr'< <12926> 17449 (22385) -26461- *24550* <51011> + NORTIl 6330 , (7587) , -9366- , *5000* '<14366> , 22282 (24704) -25222- *10050* <35272> Existing 1984 Average Daily Traffic Existing + Development Average Daily Traffic Existing + Development + Boynton Commerce Center + M1 Average Daily Traffic 50% Background Average Daily Traffic Total Average Daily Traffic 12616 (20066) -27700- *14500* <42200> -13- 1-95 SB Off-Ramp 4910 ~ (6167) -7946- *5000* 1-95 SB <12946> On-Ramp 4450 (5707) -7486- *5000* <12486> MURRAY -DUDECK & ASSOCIATES M" PEAK nom; TEAFFIC -------------------- -------------------- \:ooHright Place PUD -------------------- -------------------- tesidcntiul = 640 elu x 0.1 tpu = = 640 du x 0.4 tpu = School = 500 child ",'a. D.11 tpc = 500 child x 0.05 tpc = Church = 60 vpd x 5/~ 60 vpd 5c' = x Ie = subtotal = In Ou t 256 vph 25 vph 3 vph --- '),./, vph ~U"'" 64 vph 55 vph 3 vph Woolbright Center ..... ................. ... ........................................ ............... ................ ..... ................................ ................ ........................................................... .... 122 vph ----------------- ----------------- Bank = 5,000 sf x 3.00 t/ksf = = 5,000 sf x 0.30 t/ksf = = 42,000 sf x 1./15 t/ksf = x 0.25 t/ksf = 15,000 sf x O. GL, t/ksf = x 0.21 t/ks[ = Office l<edical office SU:Jtotnl ::::: :::::: ::::::::::::: ::::::::::: :::::::: ::::::::::::::::: ::::::::::::::: = In Out 15 vph 2 vph 61 vph 11 vph 10 vph 3 vph --- --- 86 vph 16 vph Shoppes At Woolbright Place --------------------------- --------------------------- Shopping Center 146,795 sf x x 0.9 t/ksf 0.8 t/ksf subtotal = In Out 132 vph 117 vph ---- --- 132 vph 117 vph ... ..... ............ ................... ............ ...... .......... ........ .. ......... ...... ... ....... ............. .............. ..... ............. ....... = l':ini-\,7arehouses warehouses 5 acres x 1.45 t/acre = = 7 vph 7 vph . .......... ........ ............ .......... ........... ......... ....... ... ..... .. ............... ... ........... ..................... ................ ........ Totals 347 vph 424 vph = -14- ... ... ............... .... ..... ............. ......... ......... .............. . ... ....... ...... ............. ... ...... ...................... ...... .... .... MURRAY -DUDECK & ASSOCIATES Pl1 PEAl: HOllE TRAffIC -------------------- -------------------- ":001 bright Place PUD -------------------- -------------------- 6 vph Out 128 vph 8 vph 6 vph --- 142 vph In Resic'ential == 6LfO cu X O. q tpu == 64CJ du x 0.2 tpu == School 500 child x 0.015 tpc == == 500 child x 0.015 tpc == Church == 60 \'pd x 1 O~~ == == 60 vpd x 10/~ == subtotal == 256 vph S vph 270 vph ..... ...... ............ ................... ... ...... .......... .............. . .......... ............... ....... ....... ............. .........-..... ....... v.'oolbright Center ----------------- ----------------- In Out Bank == 5,000 sf x 1q .00 t/l:sf 70 vph == 5,000 sf x 15.10 t/ksf == 78 vph I... Office == 42,000 sf x 0.19 t/ksf 8 vph == x 1. lL~ t/ksf == 48 vph l'ledical office == 15,000 sf x 0.89 t/ksf == 13 vph x 3.05 t/ksf == 46 vph --- subtotal == 91 vph 172 vph ..... .......... ... ........ ....... .......... ........ ........ ............. ... ..... ........... ....................... ............. ..... ............. ..... Shoppes At Woolbright Place --------------------------- --------------------------- In Out Shopping Center == 146,795 sf x x 2.9 thsf 3.1 t/ksf == 426 vph == 455 vph subtotal == 426 vph 455 vph ......................................... .... ............. ............... ... ................ ....................... ............. ......... .... ...... ....... l':ini-\Jarehouses warehouses == 5 acres x 2.45 t/acre == 12 vph 12 vph ....... ........... .... ............. ........ ... ........................ ...... ....... .............. .............. ........ ........................ ... ..... Totals == 799 vph 7t:l vph ........ ...... ..... .......... ......... ..... ....... ...... ............... ..... ............ .... .......... ............... ............ .................... ..... -15- MURRAY -DUDECK & ASSOCIATES OTHEI{ DEVELOP;':E:~T PEAl: IIOur~ 'l'RAFFIC ----------------------------------- ----------------------------------- To take into considerution the peak hour impacts of the Boynton Comfi1crce Center & the ~i1 property, it is important to co~pute the anticipated peak traffic figures. By utilizing the ITE Trip Generation Date for the pCElk All & Pi; periods, the follov:ing calculations wcre made: ....... ..... ......... ............ ....... ............ I" I................... ....... .............. ............ ...... ................... ................. A;'1 Peal: Traffic Boynton COfi1merce Center In Out ----------------------- a. office 619,800 sf x 1. 78 trips/ksf llC3 vph 0.18 trips/ksf 112 vph b. industrial 25.4 acres x 10.1 trips/acre 257 vph 3.2 trips/acre 81 vph c. rr:otel 150 rooms x 0.37 tri ps/room 44 vph ( Bne;' occupancy) 0.37 trips/rool1 44 vph V/o HI Property 20 acres 10.1 trips/acre 202 vph ----------- 3.2 trips/acre 64 vph --- --- 1606 vph 301 vph ..... ............................................. ......... ................ ............. .......................... .......... ... ........ ............... PC' Peak Traffic fj Eoynton Coml1erce Center In Out ----------------------- a. office 619,EOO sf x 0.23 trips/ksf 143 vph 1,70 trips/ksf 1054 vph b. industrial 25.Lf acres x 3.0 trips/acre 76 vph 9.4 trips/acre 239 vph c. motel 150 rooms x 0.325 trips/rool1 39 vph (80% occupancy) 0.325 trips/room 39 vph I'll Property 20 acres 3.0 trips/acre 60 vph ----------- 9.4 trips/acre 188 vph -~-- --- 3H3 vph 1520 vph ...... ............... .......... ................................ ...... ...... .. ... ........ ....... ........ ............. .............. ...... ... ..... ...... PE1X HOUR TRAFFIC ASSIGNl In;T ---------------------------- ----------------------------- Based on the aforementioned peak hour data, the development traffic & other related projects are assigned to the crjtical aoj<;cent intersections as depicted in the All 8. Pil Peak Developnent Hourly Traffic -- Figure #5 & {6. -16- MURRAY-DUDECK & ASSOCIATES ~1 PEAK DEVELOPMENT HOURLY TRAFFIC Figure #5 ; ---------------------------------- ---------------------------------- NORTH Congress Ave. Old Boynton Beach Rd. [7] (4) 12 ..... Ocean Drive 6 'f [7]6.... ~ 6( 4)( 1 } ~ A ~ 14 14 14 [6] (1) {l} Boynton Beach Rd. ~15(1)[6] SW 8th St. <13><73><42> {I} {s} [41] [6][47] . (2) (1)(11) 57 14 142 ~61(60)[53]{s}<131> Jr 'f ..... ~<1053> Woolbright Rd. ~ A ~ <40>(1}[46](13)24""" <47> 7 <178> <284>..... (4) [7] <22> I-95 SB Off-Ramp 1-95 NB On-Ramp <552> (2} [13 ] (17) 24 <II( 37(43)[40]{3}<632> <II( 13(26)[27]{1 }<80> Woolbright ~ Road <118> {3}[ 35]( 6 )85 ~ <102> {2)[ 12]( 5)57 ~ '" <102>{1}[12](s)s7..... <16>{1}[23](1)28 ~ 24 (17) [13] {2} <552> 1-95 SB On-Ramp I-95 NB Off-Ramp LEGEND ****** 85 (6) [35] {3} <118> Residential/School/Church -- peak hour traffic Office -- peak hour traffic Shopping -- peak hour traffic Mini-Warehouse -- peak hour traffic Boynton Commerce Center & Ml -- peak hour traffic -17- MURRAY-DUDECK & ASSOCIATES I PH PEAK DEVELOP~1ENT HOURLY TRAFFIC Figure #6 t ---------------------------------- ---------------------------------- NORTH Congress Ave. Old Boynton Beach Rd. [21] (5) 27 "15(9)[23] ..... Ocean Drive SW 8th St. <38><21><122> {2} (I} (8} [159][ 23][ 182] (26) (9) (120) 28 7 71 ~135(63)[171]{8}<39> Jr . ..... -41( <194> "Toolbright Rd. 13 ~13(5)(l} . Boynton " A -'f Beach Rd. [ 21]14..... 7 7 7 [23] (9) (l} " A ~ <12>{2}[149](14)s4-'f <266> 14 <999> <52>..... (5) [21] {1 } <70> 1-95 SB Off-Ramp <108> 1-95 NB On-Ramp (4} [43] (27) 54 -41(81(36)[128]{4}<125> -41(27(9)[85]<17> Woolbright Jr Road <1121> {4}[ 136]( 68 )43 ~ <522> {4)[ 46 ](52) 28 ~ " <522>{4} [46](52)28..... <77>[90](16)15 ~ 54 (27) [43] {4} <108> 1-95 SB On-Ramp 1-95 NB Off-Ramp LEGEND ***..~** 43 (68) [136] {4} <1121> Residential/School/Church -- peak hour traffic Office -- peak hour traffic Shopping -- peak hour traffic Mini-Warehouse -- peak hour traffic Boynton Commerce Center & Ml -- peak hour traffic -18- MURRAY-DUDECK & ASSOCIATES TRAFFIC PERFORMANCE STANDARDS CATEGORY EVALUATIONS -------------------------------------------------- -------------------------------------------------- As mandated by Palm Beach County, all highway links within the influence area of traffic impact have to be analysed to determine if there are critical traffic capacity constraints. Specifically, when the existing traffic is over level of service "D" on any link and the development significantly impacts the traffic level, then the project is a Category "A". Likewise, when the link total traffic exceeds level of service "D" and the development significantly impacts the traffic level, then the project is a Category "B". "" Thus a detailed analysis of the "19" affected links within the traffic zone of influence was undertaken. The results are depicted in the Traffic Performance Standard Evaluation -- Figure #7. Based on this evaluation the following comments are offered: #1 The development satisfies the necessary requirements of Category "A" on all "19" affected links examined. #2 Under the proposed development at full capacity the project is a Category "B" Project. #3 Under Category "B" phasing generate traffic in excess of required, unless substantial alleviate the traffic impacts. examination, this project does the standard, therefore phasing is roadway improvements are made to -19- ~" MURRAY-DUDECK & ASSOCIATES TRAFFIC PERFORNANCE STANDARD EVALUATION ======================================= Figure #7 t NORTH Old Boynton Beach Rd. Bo nton Beach Rd. nMEn",( ~ "SI" ~ ~ n~fEn Ocean Drive ~ ~ "SEn nSI" I-95 SB 1-95 NB nSI" nSIn Off-Ramp On-Ramp "SIn nSI" )r "SIn , "SI" ' "SIn ~ , \.Joolbri ht Rd. ~ ~ nSI';( "'-"SI" ~ "SI" "SI" nSI" ~ nSln ~ 1-95 "SEn 1-95 SB 1-95 NB On-Ramp Off-Ramp Congress Ave. SW 8th St. LEGEND ****** Performance Standard Category With Development Impacts nSIn Performance Standard Category With Significant Impacts nSEn Performance Standard Category With Significant Effect "ME" Performance Standard Category With Minor Effect -20- MURRAY-DUDECK & ASSOCIATES HIGHWAY CAPACITY ANALYSIS ------------------------- ------------------------- To determine the level of service of the adjacent highway links, which the subject project will impact, it is essential to examine the highway carrying capacity. Reasonable and acceptable traffic movement can be achieved if the roadway sections are operating at or above level of service "D". For a 2-lane undivided highway a total of 14,200 vehicles per day results in "D" service, for a 4-lane divided highway the figure is 33,500 vehicles per day, for a 6-lane divided highway the figure is 51,300 vehicles per day. These service volumes were taken from the Table 31-1 of the acceptable DRI standards of which a copy is included in Appendix "B". Furthermore, to achieve the optimum expected traffic flow it requires that all links operate at level of service "c" or better, which is 11,800 vehicles per day for a 2-lane undivided highway, 27,900 vehicles per day for a 4-lane divided roadway, 42,700 vehicles per day for a 6-lane divided roadway. A careful examination of the daily traffic figures shown in Figure #4 was made so that the highway link capacities (refer to Figure #8) could be determined. Under the existing traffic levels it is evident that Congress Avenue both north & south of Woolbright Road is operating at "D" level of service. However, Palm Beach County has scheduled in fiscal year 86/87 to reconstruct this section of highway to a 4-lane divided facility, which will alleviate the capacity deficiencies. The section of Woolbright Road between the intersection & SW 8th Street & I-9s ramps will be impacted with a substantial level of turning movement traffic. Thus even though the link capacity analysis indicates that this section of highway is at "c" level of service based on the Daily Service Volumes presented in Table 31-1, the true indicator of level of services are realistically determined by performing a critical lane analysis of the AM & PM peak traffic. To determine the peak hour impacts, it is necessary to evaluate the traffic movements at the critical adjacent intersections, which are Woolbright Road & SW 8th Street, Woolbright Road & I-9s ramps, Congress Avenue & Ocean Drive, and Boynton Beach Road & SW 8th Street. By utilizing the Transportation Research Circular #212, the Critical Movement Analysis" methodology, a determination of the actual level of services can be made. The analysis as shown in Appendix "B" clearly substantiates that intersectional capacity problems will result, with the future traffic impact due to the development traffic & due to the Boynton Commerce Center. To alleviate these critical intersectional capacity deficiencies, it will be necessary to incorporate certain positive traffic operational improvements. A level of service summary at Woolbright Road & SW 8th Street and at Woolbright Road & 1-95 Ramp Signals depicts the traffic operatonal conditions under different intersectional geometrics. -21- MURRAY-DUDECK & ASSOCIATES HIGHWAY LINK CAPACITY EVALUATION ================================ Figure #8 + NORTH Old Boynton Beach Rd. Bo nton Beach Rd. "B" (B) ~ "A" <A> (A) :.- "C" <C> (C) Ocean Drive ~ "A" "A" <A> <A> (B) (A) "B" Level of Service With Existing Daily Traffic Level of Service With Existing + Development Project Daily Traffic (C) Level of Service With Existing + Development Project + Boynton Commerce Center + Ml Parcel Daily Traffic -B* Adjusted Level of Service Due To Reconstruction Of Congress Avenue To 4-Lane Divided In 86/87 Palm Beach County Work Program -22- MURRAY -DUDECK & ASSOCIATES HIGHWAY CAPACITY LEVEL OF SERVICE SUMNARY ========================================= Description Level of Service ----------- ----------- ---------------- ---------------- I) Intersection of Woolbright Road & SW 8th Street a. AN Peak Traffic (No RTOR) b. AN Peak Traffic -- (With RTOR) c. AM Peak Traffic -- (With RTOR & 6 Lanes On Woolbright Road) d. PM Peak Traffic (No RTOR) e. PH Peak Traffic -- (With RTOR) f. PM Peak Traffic -- (With RTOR & 6 Lanes On Woolbright Road) " E" "E" "D" "E" "E" "D" II) Intersection of Woolbright Road & 1-95 NB Off-Ramp a. Existing AH Peak Traffic -- (No RTOR) "B" b. Existing + Development AM Peak Traffic (No RTOR) "E" c. Existing + Development ~1 Peak Traffic (With RTOR) "E" d. Existing + Development A~1 Peak Traffic (With RTOR "D" & Double Left Lanes -- NB & SB) e. Existing + Development ~1 Peak Traffic (With RTOR "D" & Double Left Lanes -- NB & 6 Lanes On Woolbright Road) f. Existing PM Peak Traffic -- (No RTOR) "e" g. Existing + Development PM Peak Traffic -- (No RTOR) "E" h. Existing + Development PM Peak Traffic -- (With RTOR) "E" i. Existing + Development PM Peak Traffic -- With RTOR & "D" Double Left Lanes -- NB & SB) j. Existing + Development PM Peak Traffic -- (With RTOR & "c" Double Left Lanes -- NB & 6 Lanes On Woolbright Road) III) Intersection of Woolbright Road & 1-95 SB Off-Ramp a. Existing AN Peak Traffic -- (No RTOR) "B" b. Existing + Development AH Peak Traffic (No RTOR) "E" c. Existing + Development AH Peak Traffic (With RTOR) "c" d. Existing + Development AH Peak Traffic (With RTOR & "B" 6 Lanes On Woolbright Road) e. Existing P~1 Peak Traffic - (No RTOR) "c" f. Existing + Development PM Peak Traffic (No RTOR) "E" g. Existing + Development PM Peak Traffic (With RTOR) "E" h. Existing + Development PH Peak Traffic (With RTOR & "D" 6 Lanes On Woolbright Road) IV) Intersection of Congress Avenue & Ocean Drive a. Existing PH Peak Traffic b. Existing + Development PM Peak Traffic "A" "A" V) Intersection of Boynton Beach Road & SW 8th Street a. Existing PM Peak Traffic b. Existing + Development PM Peak Traffic "A" "A" -23- MURRAY-DUDECK & ASSOCIATES RELATIVE WEIGHED COHPARISONS OF DEVELOPMENTS -------------------------------------------- -------------------------------------------- It is important to recognize that each type of development will generate traffic that distributes differently over the entire day. Since the critical impact periods are the peak AM & ~l periods normally, those development which impact these periods tend to create more impact than developments that generate more uniform traffic. Obviously, a high trip generation development which creates uniform traffic as compared to a low trip generator will have much more impact even though the traffic is distributed over several hours. To better understand the TRUE I~WACTS of the developments analyzed, the following daily, AM & PM traffic percentage comparisons have been made: Development Da i1 y Peak Period ---------- Traffic % >>1 % PM % ---------- ------- --- --- -- ---- --- ------- PUD 2678 a. residential 4,224 14.6% 320 12.0% 384 11.2% b. church 120 0.4% 6 0.2% 12 0.4% c. school 510 1.8% 80 3.0% 16 0.5% subtotal = 16.8% 15.2% 12.1% PCD a. offices 3,247 11.2% 102 3.8% 263 7.7% b. shopping center 9,791 33.8% 249 9.3% 881 25.8% c. mini-warehouses 243 0.9% 14 0.5% 24 0.7% subtotal = 45.9% 13.6% 34 .2% Ml Property 1,256 4.3% 266 9.9% 248 7.2% ---------- Boynton Commerce Center 9,568 33.0% 1,641 61.3% 1,590 46.5% ----------------------- ------ ----- ---- ----- ----- ------ ------ ----- ------ 28,959 100.0% 2,678 100.0% 3,418 100.0% -24- MURRAY-DUDECK & ASSOCIATES SW 8TH STREET CORRIDOR HIGInvAY REQUIRENENTS ------------------------------------------- ------------------------------------------- To properly serve the proposed development and to provide safe & reasonable highway conditions for the traveling public, it is essential to establish recognized transportation guidelines for the SW 8th Street corridor. The follmving comments address the recommended highway requirements: #1 SW 8th Street shall be constructed as a 4-lane divided highway between Woolbright Road & the Industrial Access Road to the }11 property. #2 Only one median opening shall be provided between Woolbright Road & the Industrial Access Road, which shall jointly serve the office complex on the westside & the shopping area on the eastside. The median shall be spaced midway between the two intersecting roadways. #3 In developing the main access to the church, it shall be aligned directly opposite the Industrial Access Road, so that a common median opening can be utilized. #4 The Industrial Access Road shall be a 2-lane undivided highway with adequate right of way to expand to a 4-lane urban collector. #5 A secondary access to the shopping center shall be positioned a minimum of 330 feet from the intersection of SW 8th Street. #6 Access to the mini-warehouses shall be off of the Industrial Access Road. #7 The access to the residential housing sites shall be spaced so that a minimum of 660 feet between access intersections or any sideroad intersection be maintained. This will facilitate the construction of left turn lanes & right turn lanes at these two access and thereby not require that SW 8th Street be a 4-lane divided highway thru this section. #8 The location of the access to the residential housing parcel #2 shall be constructed directly opposite the access to the recreational area on the westside of SW 8th Street. #9 All development access onto SW 8th Street Road shall have a left turn & right turn lane for both ingressing & egressing traffic. #10 Access on Industrial Access Road shall have ingress turn lanes only. #11 The intersection of Industrial Access Road & SW 8th Street shall include two thru lanes, one left turn lane, & one right turn lane for the north & south approaches and one left turn lane & one right-thru lane for the east & west approaches. -25- ~ MURRAY -DUDECK & ASSOCIATES #12 The transition area between a 4-lane divided undivided highway has to be carefully delineated balance & continuity retained. Signing & pavement incorporated into the design to insure positive unexpected lane drop or lane change. highway & 2-lane and proper lane markings shall be guidance and no #13 The intersection of SW 8th Street & Woolbright Road shall include a double left turn lane,a single thru lane, and a free right turn lane on the north & south approaches. The east approach shall include a double left turn lane, two thru lanes, and a free right turn lane. The west approach shall include a single left turn lane, two thru lanes, and a free right turn lane. Also, the intersection shall be signalized and coordinated & interconnected with the 1-95 signalized, when the signal is warranted. FAIR SHARE TRAFFIC I~WACT FEES ------------------------------ ------------------------------ Based on the Palm Beach County Ordinance #85-10, developers are required to pay a fair share fee for impacts created by their development traffic. This ordinance has established fee rates for various type of lane development activity. The following calculations depict the land development categories, the dollar rate, and the total fee assessment: Type of Land Development Activity Units . ....... ......... ...... .......... .......... ........ .... ..... ...... ..... .... . ........ ........ .......... ...... ...... ................ .... ......... ....... Cost Multi-family residential Church 1/7(1824) School 640 du 261 vpd 510 vpd subtotal = General Offices Shopping Center Mini-warehouses (30% coverage) 62 ksf 146.795 ksf 65.340 ksf development subtotal = Fee Rate/Unit $562.00 $26.79 $26.79 $482.00 $1,752.00 $134.00 $359,680.00 $6,992.19 $13,662.90 $380,335.09 $29,884.00 $257,184.84 $8,755.56 ... ...... ........ ................. ........ ........ ... ......... ......... .... $676,159.49 M1 Industrial (25% coverage) Industrial (25% coverage) Office Motel 217.800 ksf 276.606 ksf 619.800 ksf 150 rooms $161.00 $161.00 $295.00 $375.00 $35,065.80 $44,533.57 $182,605.00 $56,250.00 $318,454.37 Total Impact Fees = $994,613.86 ******************************** 26- MURRAY-DUDECK & ASSOCIATES TRIP GENERATION COHPARISON -- Church/School/Residential -------------------------- -------------------------- If the PUD development did not include the church, then it would be permissible to increase the residential units from 640 dwelling units to 760 dwelling units. The question of comparable traffic between church trips & residential trips needs to be clarified. The following comments are important in making this comparison: #1 Residential trips occur daily whereas the major church trips occur only once a week. #2 The real impact is during the peak periods, which residential will impact, but the church activity will not. #3 Sunday morning when the major portion of the church traffic is generated, is the lowest daylight traffic period. #4 The following comparison of weekly traffic generation indicates that the total trip generation is almost equal between the two generators: Residential = 120 d.u. x 6.6 trips/d.u. x 7 days = 5,544 tpw Church School = 120 vpd x 6 days + = 510 vpd x 5 days 1,824 vpd (Sunday) = 2,544 tpw = 2,550 tpw 5,094 tpw #5 The following peak hour comparison indicates that the residential will have a great impact on the traffic Residential = 120 d.u. x 0.6 trips/unit = 72 vph Church = 120 vpd x 10% = 12 vph School = 500 child x 0.03 = 15 vph -- 27 vph TRIP COMPARISON -- PCD ---------------------- ---------------------- If the PCD was developed as a office park complex, the trips would be substantially reduced. The following reflects the potential trips if the PCD were developed as a office complex completely: 76,000 sf + 395,525 sf = 471,525 sf x 10.9 trip/ksf = 5,140 tpd Current proposal's daily trips = 13,281 tpd -27- MURRAY-DUDECK & ASSOCIATES CONCLUSIONS ----------- ----------- #1 The proposed Woolbright Place PUD, Woolbright Center, and Shoppes At Woolbright Place will generate a substantial level of traffic onto SH8th Street, therefore ALL the requirements stated in page 25 of this report shall be incorporated, to insure proper traffic flow & safety. #2 The project will generate a significant level of traffic onto the highway system. However, since Woolbright Road has low daily traffic, this roadway does not create a Category "A" situation. But the traffic distributed onto Congress Avenue will create some problems, if you assume that Congress Avenue is not going to be widened. However, in evaluating the recent Palm Beach County 5-Year Work Program, this section of Congress Avenue is scheduled to be 4-laned in fiscal year 86/87. This capacity & safety improvement will eliminate the traffic concern on this section of highway. #3 The Palm Beach Commerce Center will be generating traffic especially during the peak hours. However in the approval process there were minimum improvements required. Probably the most critical improvement necessary is a \\Tl3 double left turn lane to accornodate the heavy morning peak hour traffic. #4 Since the intersection of SW 8th Street is at the bottom of a downgrade for westbound vehicles, it is essential that traffic flow be smooth and coordinated. This will not eliminate the rearend accidents, but can alleviate this real accident concern. Therefore, ALL the intersectional improvements suggested in the SW 8th Street Corridor Highway Requirements section are strongly recommended. #5 All driveway accesses shall meet the sight triangle requirements. #6 All necessary traffic controls shall be in conformance with the Manual of Uniform Traffic Control Devices. #8 In evaluating the magnitude of traffic impacts of each of the projects, it is suggested that the fair share percentage impact of each project be determined by using the following percentages derived from the daily project generated traffic figures and the peak hour traffic, as indiated on page 24 of this report. -28- MURRAY-DUDECK & ASSOCIATES #9 By enhancing SW 8th Street to Woolbright Road, it will encourage motorists to use that route rather than proceeding north on SW 8th Street to Boynton Beach Road or to Ocean Drive & Congress Avenue. To further discourage these corridors, certain traffic controls such as reduced speed limits, truck restriction, turn restrictions, traffic divertors, etc. could be implemented if local problems result. #10 SW 8th Street once built to the north, will provide a direct connection between Woolbright Road & Boynton Beach Road. Certain minor alignment & profile changes are recommended in conjunction with the construction of the SW 8th Street extension. Further improvement of this corridor has to be a City policy decision. Either thru measures indicated in item #8 the City will decide to keep the volume low or thru right of way acquisition & roadway expansion, improve the corridor so it serves as a minor north--south collector. #11 With the continually growth in the surrounding area, as well as the anticipated traffic from these specific projects, the need to 6-lane Woolbright Road prior to the build-out period will most like be of consideration. Of specific concern, is the need to six lane Woolbright Road between SW 8th & 1-95 interchange area. It is suggested that the fair share impact fees obtained from these surrounding projects be applied to this project recommendation. Additional funds if necessary should be supplemented by Palm Beach County, because there already exist over 12,000 daily trips on Woolbright Road. This improvement to the transportation system should be government responsibily since several projects will be the causation of such a transportation need. #12 Since the 1-95 Northbound Off-Ramp signalized intersection will be substantially impacted by the surrounding development, it is recommended that this project construct a second northbound ramp left turn lane, so that traffic proceeding westbound on Woolbright Road will have reduced delay and the signalized intersection will have more green time on Woolbright Road. With the aforementioned transportation improvements, the traveling public will not be adversely affected by the traffic generated by the subject development. -29- 1.-_ MURRAY-DUDECK & ASSOCIATES APPENDIX "A" ----------- ----------- MANUAL PEAK HOUR TRAFFIC COUNTS ------------------------------- ------------------------------- I) Intersection of Woolbright Road & 1-95 NB Off-Ramp II) Intersection of Woolbright Road & 1-95 SB Off-Ramp III) Intersection of Congress Avenue & Ocean Drive IV) Intersection of Boynton Beach Road & SW 8th Street ..#- .~ .1: i 6'/ VEHICLE & PEP[STRIAH VULUM[ SHEET Silnrnary Sheet ~arter Hourly Location J lJ.)oO(... ~~I ~HT "I I. - ~ 5 Date J'A t-l v~ ny 1 - \"'\ 8l Weather Road Surface Condition Type Traffic Control FROH 1I0RTH 011 FROH SOUTH Oil FROM WEST 011 FROM EAST Oli QUARTER TIME J:-~S :1:.- '5 W DO l. 6 ri "'" T ~C)(.. g(t(4#1f 110UR PE[;E.STfdA~1i STARTS L S R l S R l S R l S R TOTAL A e c [) 7 ~ 00 - 7: 15 2-0 . 2 41 ,q 4? 104 -4 f ~2.. R , ~ 3 . 7:15 - 7:30 ,q :~ ~B 2. "1. Irj ~ 1 ... 2 5'2 4 (~ !, 0 '2 qR 7~30 - 7:115 '71 .-.I.~ 5(, I 8 I.~ l "14 {" ~ 3 le1 \''2- 7:115 - 8:00 3 I ~1 ii' 1."2.. I. <\ 2. l Z 81 74 le8 ,2.2- 8:00 - 8:15 24 C;, l,1 Al 5"<1 2?_f? '69 i,1 lctl. '18 8:15 - 8:30 2~ L3 ~r 24- I~ 2. %.6 \ .." Si z.oq IO! 8:30 - 8:115 33 S-I c,3 Z.O 5"2. H~q il4 4 ( leu ,\4, 8: 115 - 9:00 '2~ 4~ 4" '2~ Aq 112- 5'2.. 41 I-'l., ~ I .-- I 11 : 00 - 11: 15 I, 4\ 3'\ :lot., 4'2..11~1 .~e ~9 15"'1 l.1 11: 15 - 11:30 Z4 "'7 4~ 3 , 51 11;3 4"Z.. 4(, I'~~ 74 11:30 - 11:115 lGl 4113 -r9 28 4 R 114 ~I 5""1 I 71 t. 3 11:115 - 12:00 33 trq (, ~ 31 4(" J(.~ "72- (,,3 ,,,- S-~ 12~00 - 12:15 z.~ ~..., &8 41 50 1';7 (,5' {" 0 1'4 iDS 12: 15 - 12:30 2-(, ~l 54 32. '5(., I ~q SiB 52- ,~tt ~8 12:30 - 12:115 '1 50 4. Z-4 4-1. 1(..1 + "7 5~ lS'1 ..q.c; 12:115 - 1:00 z.q ~"l 1.)2- z.~ 4_~ )53 52. 4 q I (, I 5"~ ,:00 - 3:15 3:15 - 3~~0 3:~0 - ~:1I5 3:115 - 11:00 II: 00 - II: 15 II: 15 - 11:30 11:30 - 11:115 11:115 - 5:00 5:00-5:15 5: 15 - 5:30 5:30-5:115 5: 115 - 6: 00 TOT AL TOT AL OF L.8.' R. 2'1 .~4 Z8 .o4J I~ ~ 71 5"2 ~4 4'1 Cd 5(, (. q u9 ,3 ,e. ,q hi I.-q ~S ~R "5Ct e:;~ f.tt> & 3 ~ l 49 '41 5 3; ~ I 111 5""\ 39 571(,9 Lal {,I 1I,,~~3 42. ~!J 1 e I.. q '513 1 R4 ill ~I '1 21 ,3 ~'11214 '7:;- 4& {..~ 228 (.'2.. ~, Zoz" in 43 1.0 Zl4 {. 5 ~ 8 JqlJ. 1.3 ?l1 5"" 1't4 SO l)"3 ,~i[ <.t, -40 S-I leo 5'4 ~.q 17C 54 I I VEHICLE & PEO[STRIAN VOLUME SHEET SlIlTrnary Sheet Quarter Hourly Location c..o~ G r~.s ~ \ c:.. . O~t:J.qt-.l "\) r i IJE:. Date 0'i}..J U A-I \{ L - l'i eGo Weather Road Surface COndition Type Traffic Control FROM IORTH 011 FROH SOUTH 011 FROIol WEST Oil FROM EAST Oil QUARTEFl PED(SH IA") TIME CO ,),,.(.$') CoN&j"~~$ o c..l?f.ttJ hOUR STARTS l S R L S II l S R L S R TOTAL A e c D 7:00 - 7:15 ~ 7:15 - 7:30 7:30 - 7:115 7:115 - B:OO B:OO - 8:15 B:15 - 8:30 B:30 - 8:115 8:115-9:00 I I I 11:00 - 11:15 2.-0 III I ~l 3 to 17 11:15 - 11:30 24 131 141. (, q ZL; 11:30-11:115 1'1 141 l~" 4 J 1 1/" 11: 115 - 12: 00 7_s.> lve ,~-; 2- \'Z.. 1<.- 12:00 - 12:15 2.'Z- I P> 1 17'1 5 ., 21 12: 15 - 12:30 ~ I' ~ I ~ <i 4- I~ IFS 12:30 - 12:115 z.4 I~Z. \~3 i 12 2.7.- 12:1l5 - 1:00 Zl 1 ~ '2.. t~1 ~ 8 ILt 3:00 - 3:15 ~:lS - 3:30 , ~:'l0 - '3:115 3:115 - 11:00 ll:OO - 11:15 23 I ~., ,~ \ z.. \4 " Ii: 15 - 11:30 2.1 lu3 11q 1 C\ 2.2- ll:30 - Jl:1I5 3~ 1'12 I~ ~ , I ZL 1<1 II: 115 - 5:00 .~ I 1 ~>S'.. 202 5 \(" 2.4. 5:00 - 5:15 ?2 t ~7 Ie, g t~ 2.tJ 5: 15 - 5:30 2.'1 1(, '\ , (,~ ~ Z3 ,g 5:30 - 5:115 Zl. I, r I,l. 12. Il- 1.1 5:115 - 6:00 go I t;{ Ll I ~ 1 I l5 19 TOTAL --- TOl Al OF' L.a.' R. k, ~' FLORIDA DEPART~"T OF TRANSPORTATION TR N'flC COUNT SlJMMNW SHEET ~ - CD IndiQllte North ~ 0,'0 \~ c>'( t.J" l,HJ 't:?, c> po. \:) Vlhld~~ _P\~F nme &: Thru Lift Totol .... .a. \"\ .2 I?\ I:' ._/ .. ,".:. \ e.~ \0'';' .1;2. I"'... \ 5'$ "II ~b 0 ...\~ . bS I ~ ~ or ..... F "'" ~ *- -!l( Q ~- Jr' ~ -*( M \';l 3 5\ Lob f II ;> e,c:- '1':, J "1 3 61 76 ...,e K ,';)0 S 7.1 -,8 L "'t- '" .,. ~ eRr \\S 1"'1 5-'9 i \ \ '""24 Hr t A- 7 .... to e .... '~~9 '~Ic 8 ".11\. to 9 a.m. \bl<1 , 10 . c. 9 a.lIl. to A.m. \'.: i;;l ,- 10 ~,. D." ..... -~.. 1:6- ..m. ~ '-'l-,:,}--l E. Ti a.m. to 12 noon - - ,: u.. ftOOI1 to 1 D.Il. rY' 41= 1 P WL 10 2 P III H- 2 ft...... to ~ p..m.. \'\~b ~~ , I - 3 I) .. .. to ... 'D.... \'O~!.:> - - "J - 4 p.m. . S p.m. 'f'I~? ,y - K- 5 ~. m._ to 6 p.a. \...Ob L- '6 p.m. ... 7 p.m. iii' r-- , , p ~. ~. '. ~ ~:;;: ,I (l 'U} ~. 'd. ,{ ~., f f ~. t:: c ,. . 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Commercial Percents Nortt. Approach South Approach -- Eas t Approach West Approach "~',<\:' " 1 1"~ ~ MURRAY-DUDECK & ASSOCIATES APPENDIX "B" ----------- ----------- HIGHWAY CAPACITY ANALYSIS ------------------------- ------------------------- I) Intersection of Woolbright Road & SW 8th Street a. AM Peak Traffic (No RTOR) b. ~1 Peak Traffic -- (With RTOR) c. AM Peak Traffic -- (With RTOR & 6 Lanes On Woolbright Road) d. PM Peak Traffic (No RTOR) e. ~1 Peak Traffic -- (With RTOR) f. PM Peak Traffic -- (With RTOR & 6 Lanes On Woolbright Road) .- II) Intersection of Woolbright Road & 1-95 NB Off-Ramp a. Existing AM Peak Traffic -- (No RTOR) b. Existing + Development AM Peak Traffic (No RTOR) c. Existing + Development AM Peak Traffic (With RTOR) d. Existing + Development AM Peak Traffic (With RTOR & Double Left Lanes -- NB & SB) e. Existing + Development AM Peak Traffic (With RTOR & Double Left Lanes -- NB & 6 Lanes On Woolbright Road) f. Existing PM Peak Traffic - (No RTOR) g. Existing + Development PM Peak Traffic -- (No RTOR) h. Existing + Development PM Peak Traffic - (With RTOR) i. Existing + Development PM Peak Traffic -- With RTOR & Double Left Lanes -- NB & SB) j. Existing + Development PM Peak Traffic -- (With RTOR & Double Left Lanes -- NB & 6 Lanes On Woolbright Road) III) Intersection of Woolbright Road & I-95 SB Off-Ramp a. Existing AM Peak Traffic -- (No RTOR) b. Existing + Development AM Peak Traffic (No RTOR) c. Existing + Development AM Peak Traffic (With RTOR) d. Existing + Development ~j Peak Traffic (With RTOR & 6 Lanes On Woolbright Road) e. Existing PM Peak Traffic -- (No RTOR) f. Existing + Development PM Peak Traffic (No RTOR) g. Existing + Development PM Peak Traffic (With RTOR) h. Existing + Development PM Peak Traffic (With RTOR & 6 Lanes On Woolbright Road) IV) Intersection of Congress Avenue & Ocean Drive a. Existing PH Peak Traffic ~ b. Existing + Development PM Peak Traffic V) Intersection of Boynton Beach Road & SW 8th Street a. Existing PM Peak Traffic b. Existing + Development PM Peak Traffic MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & SW 8TH ST. AM PEAK NO RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 105 CRITICAL N/S VOL 346 CRITICAL E/W VOL 1388 CRITICAL SUM 1734 ************************************* NORTIfBOUND LANE MOV WIDTIf 1 R.. 12.0 2 Too 12.0 3 L.. 12.0 4 L.. 12.0 5 6 NORTHBOUND LEFT THRU RIGHT 47 40 178 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (%) 5 5 5 5 LANE GEOMETRY SOUTHBOUND EASTBOUND WESTBOUND MOV WIDTIf MOV WIDTIf MOV WIDTH R.. 12.0 R.. 12.0 R.. 12.0 T.. 12.0 T. . 12.0 T.. 12.0 L.. 12.0 T.. 12.0 T.. 12.0 L. . 12.0 L. . 12.0 L. . 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUN~ WESTBOUND 247 94 114 124 1288 284 1053 1221 310 LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 BOTH TURNS PROTECTED (WITH OVERLAP) BOTH TURNS PROTECTED (WITH OVERLAP) o - 99 (IPEDS/lffi) N/S :4. EN :4. PEDFSTRIAN ACTIVITY 1. CYCLE LENGTH : 100 SECONDS G/C - NB & SB THRU : .15 G/C - EB & WE THRU :.44 PHASING CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNp THRU -RIGHT 196 126 747 708 LEFT 28 150 143 641 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPtIT VOLUME 47 247 124 1053 CAPACITY 203 257 0 0 NEED PHASE? N/A N/A N/A N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & SW 8TH ST. >>1 PEAK WITH RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 96 CRITICAL N/S VOL 194 CRITICAL E/W VOL 1388 CRITICAL SUM 1582 ************************************* NORTHBOUND LANE MOV WIDTH 1 R.. 12.0 2 T. . 12.0 3 L.. 12.0 4 L. . 12.0 5 6 NORTHBOUND LEFT THRU RIGHT 47 40 o NORTHBOUND SOUTIfBOUND EASTBOUND WESTBOlTh'D TRUCKS (%) 5 5 5 5 LANE GEOMETRY SOUTHBOUND EASTBOUND WES1'BOUl\'D MOV WIDTIl MOV WIDTH MOV WIDTH R. . 12.0 R.. 12.0 R. . 12.0 T. . 12.0 T.. 12.0 T. . 12.0 L. . 12.0 T. . 12.0 T. . 12.0 L.. 12.0 L. . 12.0 L.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOU~'D EASTBOUND \-.'ESTBOUND 247 94 o 124 1288 o 1053 1221 o LOCAL BUSES (I/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 BOTH TURNS PROTECTED (WITH OVERLAP) BOTH TURNS PROTECTED (WITH OVERLAP) o - 99 (IPEDS/HR) N/S :4. E/W : 4 . PEDESTRIAN ACTIVITY 1. CYCLE LENGTH : 100 SECONDS G/C - HB & SB THRU : .15 G/C - EB & WB THRU : .44 PHASING CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 44 103 747 708 LEFT 28 ISO 143 641 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 47 247 124 1053 CAPACITY 203 257 0 0 NEED PHASE? N/A N/A N/A N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & SW 8TH ST. AM PEAK WITH RTOR & 6L WooLB. DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE D SATURATION 82 CRITICAL N/S VOL 194 CRITICAL E/W VOL 1162 CRITICAL Silll 1356 ************************************* 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 L.. 12.0 L. . 12.0 T.. 12.0 T.. 12.0 4 L. . 12.0 L. . 12.0 T. . 12.0 T.. 12.0 5 L. . 12.0 L.. 12.0 6 L.. 12.0 TRAFFIC VOLUMES NORTHBOU1'D SOUTHBOUND EASTBOIDW WESTBOUND LEFT 47 247 124 1053 THRU 40 94 1288 1221 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (IIHR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOU1'D 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 NIS :4. . EN :4. PEDESTRIAN ACTIVITY 1. CYCLE LENGTI:! : 100 SECONDS GIC - NB & SB THRU : .15 G/C - EB & WE THRU : .44 BOTH TURNS PROTEC1'ED (WITH OVERLAP) BOTH TURNS PROTEC1'ED (WITH OVERLAP) o - 99 (IPEDS/HR) PHASING CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND THRU -RIGHT 44 103 521 LEFT 28 ISO 143 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND INPtIT VOLUME 47 247 124 CAPACITY 203 257 0 NEED PHASE? NIA H/A N/A WESTBOUND 494 641 WESTBOUND 1053 o H/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~7 ANALYSIS WOOLBRIGHT RD. & SW 8TH ST. PM PEAK NO RTOR DATE OF CO~7S: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 147 CRITICAL NIS VOL 1410 CRITICAL E/W VOL 1021 CRITICAL SUN 2431 ************************************* LANE GEOMETRY NORTIlBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTIl MOV WlDru MOV WIDTIl HOV WIDTIl 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 L.. 12.0 L. . 12.0 T.. 12.0 T.. 12.0 4 L. . 12.0 L. . 12.0 L.. 12.0 L. . 12.0 5 L.. 12.0 6 TRAFFIC VOLUMES NORTHBOillt'D SOUTIlBOUJIi'D EASTBOUND WESTBOUND LEFT 266 503 231 194 THRU III 61 1293 1298 RIGHT 999 253 52 416 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTIlBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING BOTH TURNS PROTECI'ED (WITII OVERLAP) BOTH TURNS PROTEC1'ED (WITH OVERLAP) o - 99 (#PEDS/HR) NIS :4. EIW :4. PEDESTRIAN AC1'IVITY 1. CYCLE LENGTH : 100 SECONDS GIC - NB & SB THRU : .15 GIC - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGfIT 1104 279 750 753 LEFT 161 306 268 118 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPlIT VOLUME 266 503 231 194 CAPACITY 236 186 0 0 NEED PHASE? NIA N/A NIA N/A ~ MURRAY -DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGIIT RD. & SW 8TH ST. PN PEAK WITH RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 97 CRITICAL N/S VOL 582 CRITICAL E/w VOL 1021 CRITICAL SUM 1603 ************************************* NORTIlBOUND LANE MOV WIDTII 1 R.. 12.0 2 T.. 12.0 3 L.. 12.0 4 L.. 12.0 5 6 NORTIlBOUND LEFT TIlRU RIGHT 266 111 250 NORTIlBOUND SOUTHBOUND EASTBOUND WESTBOUND TRUCKS (%) 5 5 5 5 N/S :4. EN :4. PEDESTRIAN ACTIVITY CYCLE LENGTH G/C - NB & SB THRU G/C - EB & WE THRU PHASING LANE GEOMITRY SOUTHBOUND EASTBOUND WESTBOUND MOV WIDTIl MOV \\TJDTII MOV WIDTII R.. 12.0 R.. 12.0 R.. 12.0 T. . 12.0 T. . 12.0 T. . 12.0 L. . 12.0 T. . 12.0 T.. 12.0 L. . 12.0 L. . 12.0 L. . 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND 503 61 o 231 1293 o 194 1298 o LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 BOTH TURNS PROTECTED (WITIl OVERLAP) BOTH TURNS PROTECTED (WITH OVERLAP) 1. 0 - 99 (IPEDS/HR) : 100 SECONDS : .15 : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTIlBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGIIT 276 67 750 753 LEFT 161 306 268 US LEF"f TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 266 503 231 194 CAPACITY 236 186 0 0 NEED PHASE? N/A N/A N/A N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & SW 8TH ST. PM PEAK WITH RTOR & 6L WooLB. DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE D SATURATION 83 CRITICAL N/S VOL 582 CRITICAL E/W VOL 794 CRITICAL Silll 1376 ************************************* LANE GEOMEI'RY 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 L.. 12.0 L.. 12.0 T.. 12.0 T. . 12.0 4 L.. 12.0 L.. 12.0 T. . 12.0 T. . 12.0 5 L.. 12.0 L.. 12.0 6 L. . 12.0 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 266 503 231 194 THRU III 61 1293 1298 RIGHT 250 0 0 0 TRUCKS (%) LOCAL BUSES (R/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 H/S :4. EN :4. PEDESTRIAN ACTIVITY: 1. CYCLE LENGTH : 100 SECONDS GIC - NB & SB THRU : .15 G/C - EB & WE THRU : .44 BOTH TURNS PROTECTED (WITH OVERLAP) BOTH TURNS PROTECTED (WITH OVERLAP) o - 99 (IPEDS/HR) PHASING CRITICAL LANE VOLUMES BY MOVDfENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 276 67 524 526 LEFT 161 306 268 118 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 266 503 231 194 CAPACITY 236 186 0 0 NEED PHASE? NIA NIA N/A N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PHASING N/S EN PEDESTRIAN ACI'IVITY CYCLE LENGTH G/C - NB & SB THRU G/G - EB & WE TIiRU LANE 1 2 3 4 5 6 LEFT THRU RIGHT TIiRU -RIGHT LEFT INPUT VOLUME CAPACITY NEED PHASE? EXIST B-1 PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE B SATURATION 63 CRITICAL N/S VOL 254 CRITICAL E/W VOL 825 CRITICAL SUM 1079 ************************************* NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV \'r'IDTH WESTBOUND MOV WIDTH R.. 12.0 T.. 12.0 T.. 12.0 WESTBOUND o 980 376 PEAK HOUR FACTOR .95 .95 .95 .95 WESTBOUND 568 o WESTBOUND o o NO R.. 12.0 L.. 12.0 T.. 12.0 To. 12.0 L.. 12.0 NORTHBOUND TRAFFIC VOLUHES SOUTHBOUND EASTBOUND 230 o 100 o o o LOCAL BUSES (#/HR) o o o o 222 810 o TRUCKS (%) 5 5 5 5 : 1. NEITHER TURN PROTECTED : 2. HEAVIEST TURN PROTECTED 1. 0 - 99 ('PEDS!HR) : 100 SECONDS : .25 : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND 110 254 SOUTHBOUND o o EASTBOUND 470 257 LEFT TURN CHECK NORTHBOUND 230 447 NO SOUTHBOUND o 447 NO EASTBOUND 222 o N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~ffiNT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP LANE NORTHBOUND MOV WIDTH 1 2 3 4 5 6 R.. 12.0 L.. 12.0 EXIST + DEV IIH PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 119 CRITICAL N/S VOL 926 CRITICAL E/W VOL 1117 CRITICAL SUM 2043 ************************************* LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH T.. 12.0 T.. 12.0 L.. 12.0 WESTBOUND MOV WIDTH R.. 12.0 T.. 12.0 T.. 12.0 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 838 0 400 0 THRU 0 0 879 1127 RIGHT 100 0 0 376 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTH G/C - NB & SB THRU G/C - EB & WE THRU THRU -RIGHT LEIT NORTIIBOUND 110 926 1NPlIT VOLUME CAPACITY NEED PHASE? NORTIIBOUND 838 447 YES : 1. NEITHER TURN PROTECTED :2. HEAVIEST TIJRN PROTECTED 1. 0 - 99 ('PEDS/HR) : 100 SECONDS : .25 : .44 CRITICAL LANE VOLUMES BY MOVEMENT SOUTHBOUND o o EASTBOUND 510 464 WESTBOUND 653 o WESTBOUND o o NO LEIT TURN CHECK SOUTHBOUND o 447 NO EASTBOUND 400 o N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP LANE NORTIIBOUND MOV WIDTII 1 2 3 4 5 6 R.. 12.0 L.. 12.0 EXIST + DEV 8M PEAK W RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 119 CRITICAL N/S VOL 926 CRITICAL E/W VOL 1117 CRITICAL SUM 2043 ************************************* LANE GEOMETRY SOUTIfBOUND EASTBOUND MOV WIDTIl tiOV WIDTIl WESTBOUND MOV WIDTIl T.. 12.0 T.. 12.0 L.. 12.0 R.. 12.0 T.. 12.0 Too 12.0 TRAFFIC VOLUMES NORTIIBOU~'1) SOUTIIBOUND EASTBOUND WESTBOUND LEFT 838 0 400 0 THRU 0 0 879 1127 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (I/HR) PEAK HOUR FACTOR NORTIIBOUND 5 0 .95 SOUTIIBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING HIS E/W PEDESTRIAN ACTIVITY CYCLE LENGTH G/C - NB & SB THRU G/C - EB & WE THRU THRU -RIGHT LEFT NORTHBOUND o 926 INPUT VOLUME CAPACITY HEED PHASE? NORTHBOUND 838 447 YES : 1. NEITIIER TURN PROTECTED : 2. REA VIEST TURN PROTECTED 1. 0 - 99 (IPEDS/HR) 100 SECONDS : .25 : .44 CRITICAL LA~~ VOLUMES BY MOVEME~7 SOUTHBOUND EASTBOUND WESTBOUND 0 510 653 0 464 0 LEFT TURN CHECK SOUTHBOUND EASTBOUND \I'ESTBOUND 0 400 0 447 0 0 NO H/A NO MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP EXIST + DEV PM PEAK W RTOR & NB&EB2L DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE D SATURATION 80 CRITICAL N/S VOL 486 CRITICAL E/w VOL 896 CRITICAL Silll 1382 ************************************* LANE NORTIlBOUND MOV WlDTII R.. 12.0 L.. 12.0 L.. 12.0 LANE GEOHETRY SOlITHBOUND EASTBOUND MOV WIDTIl MOV WIDTIl Too 12.0 T.. 12.0 L.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND 838 o o o o o 400 879 o WESTBOUND MOV \HDTH R.. 12.0 T.. 12.0 T.. 12.0 WESTBOUND o 1127 o LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 WESTBOUND 653 o WESTBOUND o o NO 1 2 3 4 5 6 NORTIlBOUND LEFT THRU RIGHT TRUCKS (%) 5 5 5 5 NORTHBOUND SOUTHBOUt.'D EASTBOUND WESTBOUND PHASING His E/W PEDESTRIAN ACTIVITY CYCLE LENGTH GIC - NB & SB THRU GIC - EB & WE TIlRU THRU -RIGHT LEIT NORTIlBOUND o 486 INPIIT VOLUME CAPACITY NEED PHASE? NORTIlBOUND 838 447 YES : 1. NEITHER TURN PROTECTED :2. HEAVIEST TURN PROTECTED 1. 0 - 99 (IPEDS!HR) : 100 SECONDS : .25 : .44 CRITICAL LANE VOLUMES BY MOVEMENT SOUTHBOUND o o EASTBOUND 510 243 LEIT TURN CHECK SOlITHBOUND o 447 NO EASTBOUND 400 o N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. 8. 1-95 NB OFF-RAMP EXIST + DEV AN PEAK W RTOR 8. NB2L & EB/WBJT DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE D SATURATION 82 CRITICAL HIS VOL 486 CRITICAL E/W VOL 920 CRITICAL SUM 1406 ************************************* LANE HORTIIBOUND MOV WIDTII R.. 12.0 L.. 12.0 L.. 12.0 1 2 3 4 5 6 LANE GEOl1ETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH T.. 12.0 T.. 12.0 T.. 12.0 Loo 12.0 WESTBOUND MOV WIDTH R.. 12.0 T.. 12.0 T.. 12.0 Too 12.0 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUl'm WESTBOUND LEFT 838 0 400 0 THRU 0 0 879 1127 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTIIBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING His EIW PEDESTRIAN ACTIVITY CYCLE LENGTH GIC - HE 8. SB THRU GIC - EB & WE THRU TIIRU -RIGHT LEFr NORTHBOUND o 486 INPtrr VOLUME CAPACITY NEED PHASE? NORTHBOUND 838 447 YES . I.... : 1. NEITHER TURN PROTECTED :2. HEAVIEST TURN PROTECTED 1. 0 - 99 (IPEDS/HR) : 100 SECONDS : .25 : .44 CRITICAL LANE VOLUMES BY MOVEMENT SOUTHBOUND o o LEIT TURN CHECK EASTBOUND 356 464 WESTBOUND 456 o WESTBOUND o o NO SOUTHBOUND o 447 NO EASTBOUND 400 o NIA ~ MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEHEKT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP EXIST PM PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE C SATURATION 68 CRITICAL N/S VOL 286 CRITICAL E/W VOL 877 CRITICAL Silll 1163 ************************************* LANE NORTIIBOUND MOV WIDTH LANE GEOMETRY SOlITHBOUND EASTBOUND MOV WIDTH MOV WIDTII WESTBOUND MOV WIDTH R.. 12.0 L.. 12.0 T.. 12.0 T.. 12.0 L. . 12.0 R. . 12.0 T.. 12.0 T.. 12.0 1 2 3 4 5 6 TRAFFIC VOLUMES NORTHBOUND SOlITHBOUND EASTBOUND WESTBOUND LEFT 259 0 246 0 THRU 0 0 816 1021 RIGHT 166 0 0 254 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FAcroR NORTHBOUND 5 0 .95 SOlITHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S :1. NEITHER TURN PROTECTED E/W :2. HEAVIEST TURN PROTECTED PEDESTRIAN AcrIVITY 1. 0 - 99 (iPEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - HE & SB THRU : .25 G/C - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOlITHBOUND EASTBOUND WESTBOUND THRU -RIGHT 183 0 473 592 LEFT 286 0 285 0 LEFT 'TIJRN CHECK NORTHBOUND SOlITHBOUND EASTBOUND WESTBOUND INPUT VOLUME 259 0 246 0 CAPACITY 447 447 0 0 NEED PHASE? NO NO N/A NO MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEM~7 ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP EXIST + DEV PM PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATIJRATION 132 CRITICAL N/S VOL 547 CRITICAL E/W VOL 1714 CRITICAL SUM 2261 ************************************* LANE NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH R.. 12.0 L.. 12.0 T.. 12.0 T.. 12.0 L.. 12.0 R.. 12.0 Too 12.0 T.. 12.0 1 2 3 4 5 6 TRAFFIC VOLUMES NORTHBOlJ},'1) SOUTHBOmm EASTBOUND WESTBOUND LEFT 495 0 898 0 THRU 0 0 1014 1159 RIGHT 166 0 0 254 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S: 1. NEITHER TURN PROTECTED E/W :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - NB & SB THRU : .25 G/C - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUtm EASTBOUND WESTBOUND TIIRU -RIGHT 183 0 588 672 LEFT 547 0 1042 0 LEFT TIJRN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPlIT VOLUNE 495 0 898 0 CAPACITY 447 447 0 0 NEED PHASE? YES NO N/A NO .~ MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP EXIST + DEV PM PEAK WITH RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 132 CRITICAL N/S VOL 547 CRITICAL E/W VOL 1714 CRITICAL SUM 2261 ************************************* LANE NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH R.. 12.0 Loo 12.0 Too 12.0 Too 12.0 Loo 12.0 R.. 12.0 Too 12.0 Too 12.0 1 2 3 4 5 6 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 495 0 898 0 THRU 0 0 1014 1159 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S : 1. NEITHER TURN PROTECTED E/W :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - NB & SB THRU : .25 GIC - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY fofOVD1ENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIlRU -RIGHT 0 0 588 672 LEIT 547 0 1042 0 LEIT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 495 0 898 0 CAPACITY 447 447 0 0 NEED PHASE? YES NO NIA NO MURRAY -DUDECK & ASSOCIATES CRITICAL MOVE}IENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAMP EXIST + DEV PM PEAK WITH RTOR & NB/EB2L DATE OF COUNTS: 117/86 ********************************** LEVEL OF SERVICE D SATURATION 88 CRITICAL N/S VOL 287 CRITICAL E/w VOL 1219 CRITICAL SUM 1506 ************************************* 1 2 3 4 5 6 NORTHBOUND MOV WIDTH R.. 12.0 L.. 12.0 L.. 12.0 LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH T.. 12.0 Too 12.0 L.. 12.0 1.. 12.0 WESTBOUND MOV \HDTH Roo 12.0 T.. 12.0 T.. 12.0 LANE TRAFFIC VOLUMES NORTHBOlTh1> SOUTHBOUND EASTBOUND WESTBOUND LEFT 495 0 898 0 THRU 0 0 1014 1159 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTIIBOUND 5 0 .95 SOUTHBOlTh'D 5 0 .95 EASTBOUND 5 0 .95 WESTBOlTh'D 5 0 .95 PHASING N/S: 1. NEITHER TURN PROTECI'ED EN : 2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTII : 100 SECONDS G/C - NB & SB THRU : .25 G/e - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOU},'D SOUTHBOUND EASTBOUND WESTBOUND llIRU -RIGlIT 0 0 588 672 LEFT 287 0 547 0 LEFT TURN CHECK NORTHBOUND SOtITlIBOUND EASTBOUND WESTBOUND INPUT VOLUME 495 0 898 0 CAPACITY 447 447 0 0 NEED PHASE? YES NO N/A NO MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 NB OFF-RAHP EXIST + DEV PM PEAK WITH RTOR & NB/EB2L & EB/WRiT DATE OF COUNTS: 117/86 ********************************** LEVEL OF SERVICE C SATURATION 76 CRITICAL N/s VOL 287 CRITICAL E/W VOL 1016 CRITICAL Sill! 1303 ************************************* LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTII MOV WIDTH MOV WIDTH MOV WIDTH 1 R.. 12.0 T. . 12.0 R. . 12.0 2 L. . 12.0 T.. 12.0 T. . 12.0 3 L.. 12.0 T. . 12.0 T. . 12.0 4 L.. 12.0 T. . 12.0 5 L.. 12.0 6 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND \\1ESTBOUND LEFT 495 0 898 0 THRU 0 0 1014 1159 RIGHT 0 0 0 0 TRUCKS (%) LOCAL BUSES (U/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 \\1ESTBOUND 5 0 .95 PHASING N/S :1. NEITHER TURN PROTECTED E/w :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - HE & SB THRU : .25 G/C - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEME~7 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 0 0 410 469 LEFT 287 0 547 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 495 0 898 0 CAPACITY 447 447 0 0 NEED PHASE? YES NO N/A NO MURRAY -DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST AM PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE B SATURATION 63 CRITICAL N/S VOL 242 CRITICAL E/W VOL 839 CRITICAL SUM 1081 ************************************* NORTHBOUND MOV WIDTH LANE GEOMETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH LANE 1 2 3 4 5 6 R.. 12.0 L.. 12.0 1.. 12.0 R.. 12.0 T.. 12.0 T.. 12.0 WESTBOUND MOV WIDTH T.. 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLill1ES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEIT 0 110 0 208 THRU 0 0 1032 772 RIGHT 0 219 256 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTdBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S : 1. NEITHER TURN PROTECTED E/W :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH : 100 SECONDS 'G/C - NB & SB THRU : .25 GIC - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEME~7 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 0 242 598 447 LEFT 0 63 0 241 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 110 0 208 CAPACITY 447 447 0 0 NEED PHASE? NO NO NO N/A ~ MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~fE~7 ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAHP EXIST + DEV AM PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 110 CRITICAL N/S VOL 914 CRITICAL E/W VOL 983 CRITICAL SUM 1897 ************************************* 1 2 3 4 5 6 LANE GEOMETRY SOlITHBOUND EASTBOUND WESTBOUND MOV WIDTII MOV "''IDTII MOV WIDTH R.. 12.0 R. . 12.0 T.. 12.0 L.. 12.0 . T.. 12.0 T. . 12.0 L. . 12.0 T.. 12.0 L.. 12.0 NORTIIBOUND LANE MOV WIDTII TRAFFIC VOLID-fES NORTIIBOUND SOlITHBOUND EASTBOUND WESTBOUND LEIT 0 110 0 208 THRU 0 0 1279 1527 RIGHT 0 827 433 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTIIBOUND 5 0 .95 SOlITHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S : 1. NEITHER TURN PROTECTED E/W : 2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY: 1. 0 - 99 (IPEDS/HR) CYCLE LENGTII : 100 SECONDS G/C - NB & SB THRU : .25 G/C - EB & WB THRU : .44 CRITICAL LANE VOLID-lES BY MOVEMEt\7 NORTHBOUND SOlITHBOUND EASTBOUND WESTBOUND THRU -RIGHT 0 914 742 886 LEFT 0 63 0 241 LEFT TURN CHECK NORTIIBOUND SOlITHBOUND EASTBOUND WESTBOUND INPlIT VOLUME 0 110 0 208 CAPACITY 447 447 0 0 NEED PHASE? NO NO NO N/A MURRAY-DUDECK & ASSOCIATES CRITICAL HOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST + DEV A}l PEAK WITH RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE C SATURATION 70 CRITICAL N/S VOL 228 CRITICAL E/W VOL 983 CRITICAL SIDI 1211 ************************************* NORTIIBOUND LANE MOV WIDTIl 1 2 3 4 5 6 NORTHBOUND LEFT THRU RIGHT o o o TRUCKS (%) 5 5 5 5 NORTIIBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE GECX1ETRY SOUTHBOUND EASTBOUND WESTBOUND MOV WIDTH MOV WID1l1 MOV WIDTIl R.. 12.0 R.. 12.0 T. . 12.0 L. . 12.0 T. . 12.0 T. . 12.0 L.. 12.0 T. . 12.0 L.. 12.0 TRAFFIC VOLUHES SOUTHBOU~~ EASTBOUND WESTBOUND 208 1527 o no o 207 o 1279 o LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 PHASING N/S: 1. NEITHER TURN PROTECTED EN :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTII : 100 SECONDS G/C - NB & SB THRU : .25 G/C - EB & WB THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTIIBOUlm EASTBOUND WESTBOUND THRU -RIGHT 0 228 742 886 LEFT 0 63 0 241 LEFT TURN CHECK NORTIIBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 no 0 208 CAPACITY 447 447 0 0 NEED PHASE? NO NO NO N/A ~ MURRAY-DUDECK & ASSOCIATES CRITICAL MOVE1ENT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST + DEV AM PEAK WITH RTOR & EB/WB3T DATE OF COUNTS: 117/86 ********************************** LEVEL OF SERVICE B SATURATION 57 CRITICAL Nls VOL 228 CRITICAL Elw VOL 759 CRITICAL SUM 987 ************************************* NORTHBOUND LANE MOV WIDTH 1 2 3 4 5 6 NORTHBOUND LEFT THRU RIGHT o o o TRUCKS (%) 5 5 5 5 NORTIIBOUND SOUTHBOUND EASTBOUND WESTBOilliD PHASING Nls E/w PEDESTRIAN ACfIVITY CYCLE LENGTII GIC - NB & SB THRU GIC - EB & WB THRU TH.RU -RIGHT LEIT NORTHBOUND o o INPUT VOLUME CAPACITY NEED PHASE? NORTHBOUND o 447 NO LANE GEOMEI'RY SOUTHBOUND EASTBOUND WESTBOUND }lOV WIDTII MOV WIDTH MOV vHDTH R.. 12.0 R.. 12.0 T.. 12.0 L. . 12.0 T.. 12.0 T. . 12.0 L.. 12.0 T.. 12.0 T. . 12.0 T. . 12.0 L. . 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND llO o 207 o 1279 o 208 1527 o LOCAL BUSES (R/HR) o o o o PEAK HOUR FACfOR .95 .95 .95 .95 : 1. NEITHER TURN PROTECTED : 2. REA VIEST TURN PROTECTED 1. 0 - 99 (IPEDS/HR) : 100 SECONDS : .25 : .44 CRITICAL LANE VOLUMES BY MOVEMENT SOUTHBOUND 228 63 EASTBOUND 518 o WESTBOUND 618 241 LEIT TIJRN CHECK SOUTIIBOUND llO 447 NO EASTBOUND o o NO WESTBOUND 208 o H/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST PM PEAK DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE C SATURATION 67 CRITICAL N/S VOL 275 CRITICAL E/w VOL 884 CRITICAL SUI'l 1159 ************************************* LANE NORTIlBOUND MOV WIDTIl LANE GEOI1ETRY SOlITHBOUND EASTBOUND MOV WIDTII MOV WIDTH WESTBOUND MOV WIDTH 1 2 3 4 5 6 R.. 12.0 L.. 12.0 L.. 12.0 R.. 12.0 T.. 12.0 T.. 12.0 T.. 12.0 T.. 12.0 L.. 12.0 NORTHBOUND TRAFFIC VOLUHES SOUTHBOUND EASTBOUh~ \\'ESTBOUND LEFT THRU RIGHT o o o 240 o 249 o 1062 231 231 790 o NORTIlBOUND SOlITHBOUhTD EASTBOUND WESTBOUND TRUCKS (%) 5 5 5 5 LOCAL BUSES (#/HR) o o o o PEAK HOUR FAC"fOR .95 .95 .95 .95 PHASING N/S: 1. NEITIfER TURN PROTECTED EN : 2. REA VIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTIl : 100 SECONDS GIC - HB & SB THRU : .25 GIC - EB & WE THRU : .44 CRITICAL LANE VOLUl1ES BY MOVEHENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 0 275 616 458 LEFT 0 139 0 268 LEFT TURN CHECK NORTIlBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUl1E 0 240 0 231 CAPACITY 447 447 0 0 NEED PHASE? NO NO NO N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~ffiNT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP LANE 1 2 3 4 5 6 LEIT THRU RIGlIT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND EXIST + DEV PM PEAK DATE OF COUKTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATIJRATION 129 CRITICAL N/S VOL 536 CRITICAL E/W VOL 1680 CRITICAL S~j 2216 ************************************* NORTHBOUND tolOV WIDTH NORTIIBOll.1) o o o TRUCKS (%) 5 5 5 5 PHASING N/S E/W PEDESTRIAN ACTIVITY CYCLE LENGTIl G/C - NB & SB THRU G/C - EB & WB THRU THRU -RIGHT LEFT INPtIT VOLID-lE CAPACITY NEED PHASE? NORTIlBOUND o o NORTHBOUND o 447 NO LANE GEOMETRY SOUTHBOUND EASTBOUND MOV \\'IDTII MOV WIDTH WESTBOUND MOV \\'IOTH R.. 12.0 L.. 12.0 L.. 12.0 R.. 12.0 Too 12.0 T.. 12.0 T.. 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND 231 1164 o 240 o 485 o 2434 883 LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 : 1. NEITIIER TURN PROTECTED : 2. HEAVIEST TURN PROTECTED 1. 0 - 99 (IPEDS/HR) 100 SECONDS : .25 : .44 CRITICAL LAKE VOLUMES BY MOVEMENT SOUTHBOUND EASTBOUND WESTBOUND 536 1412 675 139 0 268 LEFT TURN CHECK SOUTHBOUND EASTBOUND lr.'ESTBOUND 240 0 231 447 0 0 NO NO N/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~1ill1T ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST + DEV PM PEAK WITH RTOR DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE E SATURATION 106 CRITICAL N/S VOL 139 CRITICAL E/W VOL 1680 CRITICAL SUM 1819 ************************************* LANE NORTHBOUND MOV WIDTII LANE GEOHETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH 1 2 3 4 5 6 Roo 12.0 L.. 12.0 Loo 12.0 Roo 12.0 Too 12.0 T.. 12.0 Too 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLUMES NORTHBOUND SOUTIIBOUND EASTBOUND WESTBOUND LEFT 0 240 0 231 THRU 0 0 2434 1164 RIGHT 0 121 221 0 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S:1. NEITHER TURN PROTECTED E/W : 2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - HB & SB THRU : .25 G/C - EB & WE THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUfl'D SOUTHBOUt.'D EASTBOUND WESTBOUND THRU -RIGHT 0 133 1412 675 LEIT 0 139 0 268 LEIT TURN CHECK NORTHBOUfl'D SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 240 0 231 CAPACITY 447 447 0 0 NEED PHASE? NO NO NO H/A MURRAY-DUDECK & ASSOCIATES CRITICAL MOVI)lliNT ANALYSIS WOOLBRIGHT RD. & 1-95 SB OFF-RAMP EXIST + DEV PM PEAK WITH RTOR & EB/WB3T DATE OF COUNTS: 1/7/86 ********************************** LEVEL OF SERVICE D SATURATION 81 CRITICAL N/S VOL 139 CRITICAL E/W VOL 1254 CRITICAL SUM 1393 ************************************* NORTHBOUND LANE MOV WIDTH 1 2 3 4 5 6 NORTHBOUND LEFT THRU RIGHT o o o TRUCKS (%) 5 5 5 5 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE GEOMETRY SOUTHBOUND EASTBOUND WESTBOUND HOV WIDTH HOV WIDTH HOV WIDTH R. . 12.0 R.. 12.0 T.. 12.0 L. . 12.0 T. . 12.0 T. . 12.0 L. . 12.0 T.. 12.0 T. . 12.0 T. . 12.0 L. . 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND 240 o 121 o 2434 221 231 1164 o LOCAL BUSES (i/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 PHASING H/S: 1. NEITHER TURN PROTECTED E/W : 2. REA VIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH : 100 SECONDS G/C - NB & SB THRU : .25 G/C - EB & \o.'B THRU : .44 CRITICAL LANE VOLUMES BY MOVEMENT THRU -RIGHT LEIT NORTHBOUND o o INPUT VOLUME CAPACITY NEED PHASE? NORTHBOUND o 447 NO SOUTIlBOUND 133 139 EASTBOUND 986 o WESTBOUND 471 268 LEIT TURN CHECK SOUTHBOUl'.'D 240 447 NO EASTBOUND o o NO WESTBOUND 231 o N/A , .. MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEHENT ANALYSIS CONGRESS AVE. & OCEAN DR. EXIST PM PEAK DATE OF COUNTS: 1/6/86 ********************************** LEVEL OF SERVICE A SATURATION 47 CRITICAL N/S VOL 761 CRITICAL E/W VOL 92 CRITICAL Sill1 853 ************************************* LANE GEOMETRY NORTHBOUND SOtITHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV \HDTH MOV WIDTH 1 R.. 12.0 R. . 12.0 RT. 12.0 R. . 12.0 2 T. . 12.0 T. . 12.0 T. . 12.0 T. . 12.0 3 L.. 12.0 L. . 12.0 L. . 12.0 L. . 12.0 4 5 6 TRAFFIC VOLillmS NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEIT 0 105 0 69 THRU 689 678 0 0 RIGHT 36 0 0 84 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOUND 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S E/W PEDFSTRIAN ACTIVITY CYCLE LENGTH G/C - NB & SB THRU G/C - EB & WE THRU : 1. NEITHER TURN PROTECTED : 1. NEITHER TURN PROTECTED 1. 0 - 99 (#PEDS/HR) 80 SECONDS : .55 : .15 CRITICAL LANE VOLUMES BY MOVEME~7 THRU -RIGHT LEFT NORTIlBOUND 761 o SOUTIIBOUND 749 464 EASTBOUI\'D o o WESTBOUND 92 76 LEIT TURN CHECK INPUT VOLUME CAPACITY NEED PHASE? NORTIlBOUND o 237 NO SOUTHBOUND 105 226 NO EASTBOUND o 315 NO WESTBOUND 69 315 NO MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS CONGRESS AVE. & OCEAN DR. EXIST + DEV P}j PEAK DATE OF CO~7S: 1/6/86 ********************************** LEVEL OF SERVICE A SATURATION 50 CRITICAL N/S VOL 761 CRITICAL E/W VOL 144 CRITICAL SUM 905 ************************************* LANE GEOHETRY NORTIIBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTII MOV WIDTII MOV WIDTH 1 R.. 12.0 R. . 12.0 RT. 12.0 R. . 12.0 2 T. . 12.0 T. . 12.0 T. . 12.0 T.. 12.0 3 L. . 12.0 L. . 12.0 L.. 12.0 L. . 12.0 4 5 6 TRAFFIC VOLUMES NORTHBOUND SOUTHBO~'D EASTBOUND WESTBOUND LEFT 0 158 0 69 THRU 689 678 0 0 RIGHT 36 0 0 131 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 5 0 .95 SOUTHBOlTh'D 5 0 .95 EASTBOUND 5 0 .95 WESTBOUND 5 0 .95 PHASING N/S : 1. NEITIfER TURN PROTECTED E/W : 1. NEITHER TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH : 80 SECONDS GIC - HB & SB THRU : .55 G/C - EB & WE THRU : .15 CRITICAL LANE VOLUMES BY MOVF11ENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIIRU -RIGHT 761 749 0 144 LEFT 0 698 0 76 LEFT TIJRN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 0 158 0 69 CAPACITY 237 226 315 315 NEED PHASE? NO NO NO NO , .. MURRAY-DUDECK & ASSOCIATES CRITICAL MOV~fENT ANALYSIS BOYNTON BEACH RD. & SW 8TH ST. EXIST PM PEAK DATE OF COUNTS: 5/23/84 ********************************** LEVEL OF SERVICE A SATURATION 35 CRITICAL N/S VOL 85 CRITICAL E/W VOL 536 CRITICAL S~l 621 ************************************* LANE NORTHBOUND MOV WIDTII 1 2 3 4 5 6 RTL 12.0 LEFT THRU RIGHT NORTHBOUND 12 o 15 TRUCKS (%) 5 5 5 5 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE GEOHETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH RTL 12.0 RT. 12.0 T.. 12.0 1.. 12.0 RT. 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND 61 3 14 LOCAL BUSES (#/HR) o o o o 15 909 17 22 754 110 PEAK HOUR FACTOR .95 .95 .95 .95 PHASING HIs: 1. NEITIIER TURN PROTECTED EN : 1. NEITHER TURN PROTECI'ED PEDESTRIAN ACI'IVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTII : 80 SECONDS Gle - NB & SB THRU :.2 Glc - EB & WE THRU :.6 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOmm EASTBOUND WESTBOUND THRU -RIGHT 29 85 536 498 LEFT 0 0 66 97 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPtIT VOLUME 12 61 15 22 CAPACITY 373 375 126 64 NEED PHASE? NO NO NO NO MURRAY-DUDECK & ASSOCIATES CRITICAL MOVEMENT ANALYSIS BOYNTON BEACH RD. & SW 8TH ST. EXIST + DEV PM PEAK DATE OF COU~7S: 5/23/84 ********************************** LEVEL OF SERVICE A SATURATION 36 CRITICAL N/S VOL 99 CRITICAL E/W VOL 555 CRITICAL SU}l 654 ************************************* LANE NORTHBOUND MOV WIDTIl 1 2 3 4 5 6 RTL 12.0 NORTHBOUND LEFT THRU RIGHT 42 7 32 TRUCKS (%) 5 5 5 5 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE GEa-IETRY SOUTHBOUND EASTBOUND MOV WIDTH MOV WIDTH WESTBOUND MOV WIDTH RTL 12.0 RT. 12.0 T.. 12.0 L.. 12.0 RT. 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND EASTBOUND WESTBOUND 41 754 110 61 16 14 15 909 52 LOCAL BUSES (#/HR) o o o o PEAK HOUR FACTOR .95 .95 .95 .95 PHASING N/S :1. NEITIlER TURN PROTECTED E/W : 1. NEITIlER TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (IPEDS/HR) CYCLE LENGTH : 50 SECONDS G/C - HE & SB THRU :.2 G/C - EB & WE THRU :.6 CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 88 99 555 498 LEFT 0 0 66 181 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 42 61 15 41 CAPACITY 360 351 126 29 NEED PHASE? NO NO NO YES