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HomeMy WebLinkAboutTraffic Impact Analysis03/04/2005 15:21 3053859997 TRANSPORT ANALYSIS PAGE 03/09 02/21/2005 16:32 FAX _ UPS 1 002/002 February 21, 2005 Via Fax and US Mail Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2md Avenue (10 f Floor) Miami, Florida 33130 Re: Park Lane Towers Sufficiency Letter W.O. # 94 Dear Ms. Medina: Subsequent to our January 20th 2006, review comments for the subject project we have received a revised traffic impact report along with a response letter on January 26th 2005, prepared by Transport Analysis Professionals, Inc. (TAP). Upon reviewing the revised report we found that the tend use summary sheet was not attached with the site plan. We spoke with Mr. Richard Eichinger on January 26th 2004 and informed hits of the omission. Mr. Eichinger informed us that the architect has altered the land -use mixture. A comparison of trip generation calculations prepared by TAP was received on February 9th 2005. According to the comparison, the revised gross trips are 9.5% less than the original gross trips and therefore the revision of the traffic report is not required. Photocopies of all the supplemental are attached herewith. Please note that the applicant has mentioned that the project architect would provide the information regarding maneuverability of the delivery trucks within the project site. As this project progresses through the review process, the applicant must submit an acceptable site circulation plan for approval by the City staff. Additionally, the applicant has proposed to modify the signal timing/phasing at Biscayne Boulevard/NE 29 ' Street and Biscayne Boulevard/NE 33rd Street Intersections. The applicant needs to ordinate with the Miami Dade County Traffic Control and Signs Division to secure appropriate approval as this project goes through the review process. However, at this time, we conclude that the revised traffic impact report along with the subsequent submittal meet all the traffic requirements and the report is found to be sufrioiont- Should you have any questions please fell free to call Quazi Masood or me at 964.739.1881. Attathrnent Cc: Mr. Kevin Welford, Planner I, City or Miami (Fax - 305.416.1443) Mr. Richard P. Eichinger, TAP Tax; 305.385.9997) !IRS Corporation Lakebhore Complex S1.00 NW 33td Avenue. sea 150 Fort Lotterciale, FL 3330 -8375 Tel: 954.739.1551, rex: 554.189.1789 • PARK LANE TOWER MIXED -USE DEVELOPMENT 345 NE 32" STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Park Lane Towers, LLC 5700 Collins Avenue Miami, Florida 33140 (305) 861-4222 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 January 2005 Update 4738 Richard P. Eichinger Project Manager (305)385-0777 1 1 1 1 1 16 PARK LANE TOWER MIXED -USE DEVELOPMENT 345 NE 32" d STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 TRANSIT USE 5 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA & COMMITTED DEVELOPMENT 9 PLANNED ROADWAY IMPROVEMENTS 9 LEVEL OF SERVICE 9 PERSON TRIP CAPACITY 13 TRANSPORTATION CONTROL MEASURES PLAN 13 CONCLUSION 13 TABLES Table 1 — Daily, AM & PM Peak Hour Site Traffic Volume 5 Table lA — Adjusted Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 11 Table 3 — Levels of Service 12 Table 4 — Person Trip Corridor Analysis 14 Table 5 — Year 2007 Person Trip Corridor Analysis 15 FIGURES Figure 1 — General Location 2 Figure 2 — Existing PM Peak Hour Traffic at Study Locations 3 Figure 3 — Lane Use Geometry 4 Figure 4 — Site Only Traffic 7 Figure 5 — Year 2007 Traffic Volume Without & With Site 8 Figure 6 — Study Area 10 APPENDIX Appendix A — Traffic Volume Data & Geometry Appendix B — Capacity Analyses & Traffic Signal Timing Data Appendix C — ITE Trip Generation Appendix D — FDOT Seasonal Factors Appendix E — Bus Schedules Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan PARK LANE TOWER MIXED -USE DEVELOPMENT 345 NE 32nd STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story residential condominium (with a minor retail and office component) to be located at 345 NE 32nd Street in Miami, Florida. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the condominium development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were chosen to evaluate the proposed development's traffic impact for the more active PM peak period: Arterial Analysis - Biscayne Boulevard - NE 29th Street Intersection Analysis Biscayne Boulevard & NE 32" d Street Biscayne Boulevard & NE 33'd Street NE 41h Avenue & NE 32" d Street - NE 4th Avenue & NE 33rd Street - Site driveway & NE 33`d Street EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in late August and early September 2004. Figure 2 depicts existing PM peak hour volume at the three existing study intersections and Figure 3 illustrates intersection lane geometry. A 1 1 1 1 1 1 NW 43TH $T. NW 48TR ST Nf. •• • ' NW VTH $T NW 26T1T 5T ..:: NE: 2ETN ST M:. NW 50TH ST . . • NW49THST :: 45111ST. . N W47TH TER .... NW 47111 ST NW 46TH ST w. rn NW 44TH ST 1W42ND.ST. . MN42NDST Nwa1ST8i NE 46T1 ST... NE 45Tk+.ST.:.:..,..: NE.44TH ST NE 43RD ST .: NF 42ND ST .: NE41STST .':. N1.+V 40TH ST NS 4OTH ST.j NW 35rN ST .':.`......:...rn.... r NSV 38TE4,ST...0,3 . m n ?ask NW.34ZH NY^f.3RJ St. NW 3'ZN S1. Nw31STST. QTH."KT.. NW29TE? ST...:::..: NE 29THST.: ENEZTH ST.:.: NW 28TH ST Q NW Z4TH ST . 4W 4N1? ST , NW 22ND NW2'NDTER NW21$TST.72-: z z NW 2QTH TER © 2003 DeLorme www.delorme.com NW 25TN ST NW 24TN ST NW 23RD 5T m ;NW 21STST. • NE 2ST •NE49TH$T V- It 48TN TER. • NE45TH.S.T.. .:•.1Park Lane Tower NE NTH..ST . . . NE .R 29TH $i . : NE 26Tti : . NE 257H.$T. NE 24TH ST - NE.24TH ST N 22N,4 ST; Nyv 2QTH ST NE 23RD.5T. NE 22ND ST NE21STSI...: .. NE 26TH N 24111 ST NE21STST NE 29TN TER .........:. 5; NE 20TN ST :. General Location Map MN (0.0' W) w iv z a NE 2'4•10 TER . Street Atlas USA® 2004 E1TTONWOOLLM Figure 1 400 800 1200 1600 2000 Data Zoom 14-0 57 --J TRAFFIC SIGNAL N Q3 CO CV � SV '4) t COP., CO 01 N 38 20—� TRAFFIC SIGNAL co NE 33rd Street 32 r 45 48 ----► 25 SITE - N a) +--- 26 Dear! End —3- w �-3 17 62 9—f Dead End NE 32nd Street 48 r 61 NE 29th Street N.T.S. j 1 ANBPORT eNALY&€S PROF£8$€ON J. Existing Traffic Volume Figure 2 3 }-U 'TRAFFIC SIGNAL NE 33rd Street SITE cid a 4- Deed End Dead End —} TRAFFIC SIGNA. NE 32nd Street 4- NE 29th Street N.T.S. ZFAFF TRANSPORT RNALY919 PROFE99{ONK5 Lane Use Geometry Figure 3 4 TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. The proposed land uses are as follows: Condominiums — 138-units Office — 26,400 sf Quality restaurant — 80-seats High turnover restaurant — 40-seats Specialty retail — 7,402 sf Roof top bar— 1,885 sf Table 1 depicts both AM and PM street peak hour generation. The afternoon traffic is considerably higher and consistent with general traffic patterns in most of Miarni- Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Uses Table 1 Park Lane Tower AM & PM Peak Hour Unadjusted Traffic Volume ITE AM Peak PM Peak LU Code In Out Total In Out Total Condominiums I38-units 230 10 51 61 48 23 71 Office — 26,400 sf 710 36 5 41 7 33 40 Quality restaurant - 80-seats 831 1 1 2 14 7 21 High turnover restaurant — 40-seats 832 10 9 19 10 7 17 Specialty retail — 7,402 sf 814 0 0 0 9 11 20 Roof top bar —1,885 sf 936 0 0 0 14 7 21 Totals 57 66 123 102 88 190 As seen in Table 1, the PM peak period generates more trips than during the AM peak. The analysis will continue using the PM peak. The retail use is considered to be ancillary to the residential use. There is no convenient parking for the retail use. Users of the retail will need to park at metered spaces along Biscayne Boulevard, on side streets or in the garage along the first floor. Nearby residents can walk to the site. The office use was not reduced for pass -by or internal trips. TRANSIT USE Transit use by residents is estimated at 10% (for the residential and office uses only). This value, may be conservative, but is generally acceptable by city staff. Table 1A depicts the proposed site's net PM peak hour driveway trips after the 10% reduction of transit use. 5 Table lA Land Use Unadjusted Transit PM Peak Hour Reduced Trips In Out Total In Out Total Adjusted Net New Trips In Out Total Condominiums Office Quality restaurant High turnover restaurant Specialty retail Roof top bar SITE ACCESS 48 23 71 -5 -2 -7 43 21 64 7 33 40 -1 -3 -4 6 30 36 14 7 21 -1 -1 -2 13 6 19 10 7 17 -1 -1 -2 9 6 15 9 11 20 -1 -1 -2 8 10 18 14 7 21 -1 -1 -2 13 6 19 Total 102 88 190 -11 -9 -20 92 79 171 The proposed site will have one, two-way drive for direct access to garage parking, which is located along NE 33rd Street. See site plan for access details. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the 2005 MUATS travel model validation runs for TAZ 501 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast -- 13.95% East/northeast — 5.88% East/southeast — 5.09% South/southeast — 11.37% Northlnorthwest — 14.42% West/northwest — 13.85% West/southwest — 22.70% South/southwest — 12.73% Figure 4 depicts the estimated volume of site only traffic on local roadways. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2003 seasonal factors for North Miami -Dade County, traffic volume data collected were increased by 3.06% to reflect a peak season condition. Figure 5 depicts PM peak hour traffic volume in 2007 with and without site volume. (FDOT peak season factors are in the appendix.) 6 N :.t TRANSPORT ANALYgl9 PACIFESSONxd.$ 2 Biscayne Bind 2 11 �. NE 33rd Street TRAFFIC SIGNAL "^ 30 9 ( 19 TRAFFIC SIGNAL t 65 �-- 27 SITE 21 27 J NE 32nd Street NE 29th Street Dead End --� Dead End -� N.T.S. Park Lane Tower PM Peak Hour Site Only Traffic Figure 4 7 12 (12) --1� 15 (26) —a 29 (29) --) t rr' > pia ,}.) NE 33rd Street �-- 34 (64) 8 (17) �--- 47 (66) TRAFFIC SIGNAL 65 r 27 50 (50) ---" 27(48)- SITE W Z k-- 58 (58) 141((1) —+ n �- 12((33) 66 (93) 22 (22)- 9 (9) tr-� 61 (72) -! 62 (62) —•- 22 (22) -� 1 TRAFFIC S GNAL +-- 28 (28) f3 ad End —� C3) -0--19 9) Dead End --� NE 32nd Street 20 (20) •--- 76 (76) r 67 (67) NE 29th Street Year 2007 Without Site XX Year 2007 With Site (XX) N.T.S. Mz� TRANSPORT ANALYSIS PROFESSIONALS Year 2007 With and Without PM Peak Hour Site Traffic Park Lane Towers Figure 5 8 FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2007. The FDOT count station nearest to the site, was researched to obtain a growth factor. The location is as follows: - Station #5058 -- Biscayne Boulevard North of NE 29th Street A three-year average annualized growth at the station indicates a slight decrease in growth, however to remain conservative, a one (I%) growth will be used. STUDY AREA AND COMMITTED DEVELOPMENT As directed by the City's traffic consultant, a study area of one-half mile radius was used to determine traffic impacts in the area, Figure 6 depicts the study area and the committed development, which are included in the analysis of traffic in this study. A committed development worksheet can be found in the appendix. PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveway along NE 33rd Street using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. The analyses were performed to measure impacts at each location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2007 background traffic growth (without project) and year 2007 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. 9 N NTS NE38th Street 4 3 N Miami Avenue SITE NE 36th Street NE 35th Street (Z) NE 34th Street id Town North id Town South id Town II vent Towers nyx (Biscayne Bay) uttle Street 7 'ky Residences ()Star Lofts (Bay 25) ()Platinum Condominium 10 ift Avenue Lofts 11 lue Condominium 0 ©' 0 ©• 0 NE 33rd Street NE 32nd Street NE 31st Street NE 3Oth Street NE 29th Street NE 28th Street NE 27th Street NE 26th Terrace NE 26th Street E 25 i:J th Street a NE 24th Street ", TRANSPOI T ANALYSIS PROFESSIONALS 1 10 Committed Development Park Lane Towers Figure 6 Aft TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS YEAR 2007 YEAR YEAR 5A0k0I1OUNO 2007 2007 12/04/02 SEASONAL GROWTH WITHOUT WITH PM PEAK INCREASE SEASONAL INCREASE COM SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 DEV5 SUBTOTAL VOLUME VOLUME NE 33rd Sreet & Biscayne Boulevard EB LEFT 12 0 12 9 0 12 0 12 EB THRU 15 0 15 0 0 15 11 26 EB RIGHT 27 1 28 1 0 29 0 29 WB LEFT 45 1 46 1 0 47 19 66 WB THRU 8 0 8 0 0 8 9 17 WS RIGHT 32 1 33 1 0 34 30 64 NB LEFT 22 1 23 1 6 30 0 30 NB THRU 1369 42 1411 42 39 1492 0 1492 NB RIGHT 28 1 29 1 1 31 19 50 SB LEFT 29 1 30 1 0 31 35 66 SB THRU 1056 32 1088 33 67 1188 0 1188 SB RIGHT 14 0 14 0 0 14 0 14 NE 32nd S reet & Biscayne Boulevard EB LEFT 14 0 14 0 0 14 0 14 EB THRU 1 0 1 0 0 1 0 1 EB RIGHT 20 1 21 1 0 22 0 22 WB LEFT 12 0 12 0 0 12 21 33 WB THRU 0 0 0 0 0 0 0 0 WB RIGHT 54 2 56 2 0 58 0 58 NB LEFT 0 0 0 0 0 0 0 0 NB THRU 1353 41 1394 42 45 1481 19 1500 NB RIGHT 23 1 24 1 0 25 27 52 SB LEFT 23 1 24 1 0 25 0 25 SB THRU 1077 33 1110 33 67 1210 19 1229 SB RIGHT 0 0 0 0 0 0 0 0 NE 29th Street & Biscayne Boulevard EB LEFT 57 2 59 2 0 61 11 72 EB THRU 38 1 39 1 22 82 0 62 ES RIGHT 20 1 21 1 0 22 0 22 WB LEFT 61 2 63 2 2 67 0 67 WB THRU 48 1 49 1 28 76 0 76 WS RIGHT 18 1 19 1 0 20 0 20 NB LEFT 89 3 92 3 5 100 0 100 NB THRU 1281 39 1320 40 44 1404 35 1439 NB RIGHT 47 1 48 1 5 54 0 54 58 LEFT 24 1 25 1 0 26 0 26 SB THRU 939 29 968 29 69 1066 34 1100 SB RIGHT 86 3 89 3 0 92 8 98 NE 4th Avenue & NE 33rd Street EB THRU 46 1 49 1 0 50 0 50 EB RIGHT 25 1 26 1 0 27 21 48 WB LEFT 9 0 9 0 0 9 0 9 WB THRU 26 1 27 1 0 28 0 28 NB LEFT 35 1 36 1 0 37 27 64 NB RIGHT 27 1 28 1 0 29 0 29 NE 4th Avenue & NE 32nd Street IEB LEFT 62 2 64 2 0 66 27 93 1EBTHRU 9 0 9 0 0 9 0 9 rWB THRU 17 1 18 1 0 19 0 19 IWB RIGHT 3 0 3 0 0 3 0 3 ISB LEFT 6 0 6 0 0 6 0 6 ;SB RIGHT 30 1 31 1 0 32 21 53 SITE DRIVEWAY EB THRU 73 2 75 2 0 77 0 77 EB RIGHT 0 0 0 0 0 0 65 65 WB LEFT 0 0 0 0 0 0 27 27 WB THRU 61 2 63 2 0 65 0 65 NB LEFT 0 0 0 0 0 0 58 58 NB RIGHT 0 0 0 0 0 0 21 21 1 A seasonal factor of 3..08% is used to increase existing voiume to peak season conditions 2 A growth factor of 3.0% is used to increas traffic to year 2007 conditions 3 Committed Development - See Appendix for committed development worksheet. Park Lane Towers 11 TAP„IN 4738 lo TABLE 3 LEVEL OF SERVICE (LOS) AT STUDY LOCATIONS INTERSECTION AND APPROACH EXISITNG 2007 2007 PEAK WITHOUT WITH SEASON SITE SITE LOS LOS LOS BISCAYNE BOULEVARD & 33rd STREET* EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT NB THRU & RIGHT SB LEFT SB THRU & RIGHT INTERSECTION LOS D D D* D D D A A A A A A A A B A A A A A B* BISCAYNE BOULEVARD & NE 32nd STREET EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT SB LEFT D E E C C E B B C BISCAYNE BOULEVARD & NE 29th STREET* EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT NB THRU & RIGHT SB LEFT SB THRU & RIGHT INTERSECTION LOS C C C C C C C B B B B B B B B B B B B B B B* NE 4th AVENUE & NE 33rd STREET WB LEFT & THRU NB LEFT & RIGHT A A A A A A NE 4th AVENUE & NE 32nd STREET EB LEFT & THRU A A A SB LEFT & RIGHT A A A SITE DRIVEWAY & NE 33rd STREET WB LEFT & THRU n/a n/a A NB LEFT & RIGHT n/a n/a * With Modified Signal Timing 12 Park Lane Towers TAP JN 4738 N• PERSON TRIP CAPACITY Traffic volume counts were take in mid -September along Biscayne Boulevard and NE 29th Street to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2004 peak season volume is shown in Table 4. Table 5 depicts future year 2007 conditions at full build -out and occupancy as well as local bus activity. Table 5 shows that in year 2007 with project traffic included, the combined person - trip capacity for automobiles and transit (bus) is above the trip demand during the PM peak hour. Note: This section of Miami does not fall within the Miami Downtown DRI matrix. All transit information including route schedules are in the appendix. TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use of the site by residents. Upon approval and completion of the development, the developer should contact the Miami -Dade Traffic Signal and Sign Division and request that they optimize traffic signal timing at Biscayne Boulevard and NE 29th and 33'` Streets. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. CONCLUSION All roadways and intersections studied will operate within acceptable level of service conditions with site traffic in build -out year 2007. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. 13 111114•111111 NM MIN MI 1111 NM MIN MIN all MI all ir TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial I Corridor Na Biscayne Boulevard TWO-WAY VOLUME ROADWAY MODE ROADWAY PER. TRIPPER TRIP ROADWAY 2003 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICULAR �PPV= VEHICULAR PEN= EXCESS PERSON TYPE CAPACITY' 1.6 VOLUME" 1.4 PER. TRIP TRIP (Notes) (1) (2) ._.... (3) (4) ................. (6) (7) ..._.LOS Adopted Allowable E+20 13 270) ._. 3,270 ROADWAY 5,232 2,425 3.395 1,837 0.65 c Metrohus Routes 3,16 7 38 S 95 --> Metrobus Route 62 -> Melrobu6 Route T Total ---> NEINW nth Sheet TWOEWAY VOLUME Adopted Allowable E+211 0,490 yob) 1,480 2,368 311 381 1,98 0.18 c Metrobus Route 32 --> Biscayne Boulevard NE/NW 29th 5treat Biscayne Boulevard NEINW 29th Sheet LOS TABLE ! L05 TABLE" [FOOT LOS Table Volumes EDOT LOS Table Volumes 0.16 C 0-00 0 H 390 8 n/a 0.16 -....... 0.16 C C 0.62 0.62 C C C D 2,470 C 870 3,110 D 1,390 0.16 C 0.62 C E 3,276 E 1,480 0.16 0.16 0.78 0.94 0.95 1 00 C 0.02 0.62 0.63 0 94 0.95 100 MASS TRANSIT MODE LOCAL BUS EXPRESS RAILTRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRW PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRW ( LOAD = I (LOADD = * LOAD = LOAD = TRIP EXCESS DESIGN N ... DE52GN VOW ME CAPACITY 8DESIGN DESIGN it ..... - 13 505 309 196 WTAVG AVG _._...... __ .._.._.... _._.._ HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD PA)( PERCENT DIRECTIONS VEH PER HOUR FACTOR CAPACITY RIDERSHIP 7.5 43 175 150 00% 516 5796 5 43 14 150.6016 774 5% 10 39 120 150.00 h 351 39% 7.50 42 309 00% 505 100% CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRW PERSON TRIP TRIP EXCESS TRW CAPACITY VOLUME CAPACITY V/C 04) _1151 (16) (17) 05 5;737 3,704 2,033 0.65 AUTO PERSON TRIPS = 3 395 TRANSIT PERSON TRIPS = 309 OTAL PERSON TRIPS = 3,7 91.7% 8.3% 100.0% 516 516 16 498 Wi AVG HEADWAY.....__SEATS BOTH PER HRECTIONS VEH 7,5 43.0 AVG IDERSH3P PAX ER HOUR DESIGN LOAD PAX PERCENT FACTOR CAPACITY RIDERSHIP 113 150.00% 516 ,...___ ---- 3% 2,884 0 PERSON TRIPS TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS 2485 1 99 0.14 95.5% 4.596 100.09{ c Volume is from the year 2002 FOOT LOS tables " Existing volume adjusted to peak season Park Lane Towers Transport Analysis Professionals, Inc. JN 4738 MI �� I MIN �� 1111111 TABLE 5 FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial J Corridor Nome Biscayne Boulevard TWO-WAY VOLUME ROADWAY 11DDE ROADWAY PER. TRIP ROADWAY PER. TRIP ROADWAY Notes) 2007 ROADWAY CAPACITY ROADWAY CORR VEHICULAR TYPE CAPACITY' (1) (2) QPPV= VEHICULAR 1.6 VOL (3) (4) VOLUME ER. TRIP PPV= 1.4 _SS) SS PER. TRIP (8) ROADWAY PERSON TRIP , (7) LOS Ada9ted i.S 3,270 5,232 2.704 Allowable 3,786 ,446 0.72 E+20 (3,270) McVabus Routes 3,16 Met70bus Route 62 --> Mctrobus Route 62 -> Total ---> NE/NW 29th Street TWO-WAY VOLUME 2.368 391 Allowable E+20 547 1,N2t 0.23 (1,480 vph) etmbus Route 32 -> M 8I 7ne Bau' 0,00 C 0,16 C 0.16 0.16 C 0.16 C __._.0.16 C 0.78 D 0.94 D 0.95 1.00 rd EJN W 29th Street 0.00 C 0.62 C 0.62 0 62 Biscayne Boulevard B 390 C 2,470 D 3,110 E 3,270 NE/NW 291h Sheet C D E nla_ 870 1,390 1.480 0.62 0.62 0.63 0.94 0.95 1.00 Macs TRANSIT MO E LOCAL BUS EXPRESS RAIL TRAM TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP @ LOAD = 0 LOAD':.,..( DESIGN LOAD =ill DESIGN LOAD= TRIP EXCESS CAPACITY DESIGN DESIGN VOLUME _____ m__.. ) (10) (1t) LP) "13 505 0 0 505 333 172 WT AVG SEATS AVG R1DER5HIP PERCENT RIDERSHIP 56% HEADWAY DESIGN BOTH PER PAX PER HOUR LOAD PAX DIRECTIONS VEH FACTOR CAPACITY 7.5 43 185 150.00% 150-00% 15000% 516 5 43 14 774 4% 10 39 127 351 38% 7.5 42 333 150.00% 505 100% 516 0 0 516 3i! 486 WY AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH DIRECTIONS PER VEH PAX PER HOUR LOAD FACTOR PAX CAPACITY PERCENT RIDERSHIP 7.5 A43.Il 30 150.00% 516 6% . CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON .PERSON TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY WC (14) 1151 (16) (17) OS 5,737 4,119 1.618 0.72 AUTO PERSON TRIPS = 3,786 91.9% TRANSIT PERSON TRIPS= TOTAL PERSON TRIPS = 333 8.1% 4,119 100.0% 2, 7 2,307 0.20 AUTO PERSON TRIPS = 547 thoNs T PERSON TRIPS = 34 TOTAL PERSON TRIPS = 577 94.8% 5.2% 100.0% FACTORS:I 2003-2007 Ann. Gr 0196JJcamp) = 1.0406 Volume is horn the year 2002 FOOT LOS tables Note: Sensately Adjusted Hasa bum Table 4 LOS A & B not passible under assumptions - other vie cutoffs use FDOT LOS labia ratios PROJECT A-..- N PTi01ECT VOLUME ASSIGNED Transit Existing volume adjusted to peak season &rrrid5(rDime/eon Auto _Tr s Person Trips Biscayne Corridor .. Inbound (N8 OuthomrdISB) NEJN W 291h Smee1 ---Inbound (EB)...... Outbound (') Transport Analysis Professionals, inc. „IN 4738 Park Lane Towers l• APPENDICIES APPENDIX A TRAFFIC VOLUME DATA & GEOMETRY :• M 09/17/04 17:05;42 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 5 *************** Dual Channel 15 Minute Final Report (page 2 of 2) ************** Site ID : 4736-34 Info 1 : NE 29th Street W/O Info 2 : Biscayne Boulevard Start Date : Sep 14, 2004 Tue End Date : Sep 16, 2004 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 6 3 5 2 16 10 3 6 3 23 '39 1 4 6 6 4 20 3 4 2 4 12 32 2 3 3 4 3 14 3 3 1 1 9 23 3 0 1 1 1 3 1. 1 1 1 5 8 4 1 1 3 3 8 0 2 1 2 6 14 5 0 1 5 5 11 3 4 4 6 16 27 6 5 6 12 16 39 10 11 13 17 51 90 7 15 16 23 27 81 27 28 33 45 133 214 8 34 23 28 23 108 48 39 38 43 168 276 9 27 18 22 21 89 31 29 34 37 131 220 10 28 20 27 28 103 35 33 33 33 135 238 11 28 32 33 30 122 32 26 36 43 138 260 PM 12 36 42 46 39 162 33 40 35 44 152 314 1 36 38 36 36 146 45 42 47 52 186 332 2 35 35 28 29 126 45 43 34 40 163 289 3 31 36 30 30 127 39 43 39 46 168 295 4 34 25 32 33 124 60 38 45 42 185 309 5 44 30 30 38 142 42 42 40 29 152 294 6 28 33 28 26 115 41 31 17 20 110 225 7 33 28 32 27 120 22 25 28 25 100 220 8 21 20 22 21 84 15 14 19 17 65 149 9 18 15 15 14 62 16 17 10 11 54 116 10 15 12 9 7 43 11 12 10 8 41 84 11 9 8 9 8 34 9 9 7 6 31 65 TOTALS 46% 1899 54% 2234 4133 AVERAGE 6.6 period 26.4 7.8 period 31.0 57.4 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 112 Lane 2 : 170 Combined: 284 Directional Split : 39% 60% Peak Hour Factor 0.824 0.885 0.866 Peak / Day Total 0.059 0.076 0.069 Peak PM Hour is *** 1:00pm to 2:00pm *** Volume Lane 1 : 146 Lane 2 : 186 Combined: 333 Directional Split : 44% 56% Peak Hour Factor 0.961 0.894 0.946 Peak / Day Total 0.077 0.083 0.081 :4) N 09/17/04 1.7:05:42 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 4736-34 Info 1 : NE 29th Street W/o Info 2 : Biscayne Boulevard Page: 1 Date : Sep 14, 2004 Tue Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-EB Hour 2-W13 Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 6 1 5 3 15 9 2 7 2 20 35 1 5 2 4 2 13 5 4 4 5 18 31 2 3 2 3 1 9 4 5 1 0 10 19 3 1 0 0 1 2 2 2 2 1 7 9 4 0 2 4 4 10 1 3 3 2 9 19 5 0 1 3 1 5 5 4 1 4 14 19 6 10 8 10 19 47 9 13 10 18 50 97 7 16 16 23 23 78 28 31 27 46 132 210 8 36 27 28 19 110 62 42 44 49 197 307 9 34 17 19 22 92 31 31 25 33 120 212 10 38 28 23 29 118 28 42 30 33 133 251 11 27 35 35 31 128 39 28 34 51 152 280 PM 12 46 46 55 39 186 39 45 42 56 182 368 1 40 41 43 41 165 49 43 61 59 212 377 2 39 29 24 26 118 54 50 41 39 184 302 3 39 47 28 31 145 46 45 44 41 176 321 4 31 26 35 31 123 46 46 44 44 180 303 5 51 44 29 32 156 43 41 38 27 149 305 6 38 34 26 20 118 66 34 15 21 136 254 7 46 27 36 33 142 28 28 29 28 113 255 8 15 18 21 19 73 20 15 17 13 65 138 9 15 17 15 19 66 21 17 12 10 60 126 10 12 10 10 6 38 13 7 10 8 38 76 11 9 6 10 10 35 6 7 5 6 24 59 TOTALS 46% 1992 54% 2381 4373 AVERAGE 20.8 period 83.0 24.8 period 99.2 182.2 Peak AM Hour is *** 7:45am to 8:45ara *** Volume Lane 1 : 114 Lane 2 : 194 Combined: 308 Directional. Split : 37% 63% Peak Hour Factor 0.792 0.782 0.786 Peak / Day Total 0.057 0.081 0.070 Peak PM Hour is *** 1:15pm to 2:15pm *** Volume Lane 1 : 164 Lane 2 : 217 Combined: 381 Directional Split : 43% 57% Peak Hour Factor 0.953 0.889 0.916 Peak / Day Total 0.082 0.091 0.087 09/17/04 17:05:42 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 4736-34 Info 1 : NE 29th Street W/0 Info 2 : Biscayne Boulevard Page: 2 Date : Sep 15, 2004 Wed Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15, 30 45 Total 0 15 30 45 Total Total AM 12 8 7 3 1 19 15 4 3 2 24 43 1 3 10 10 1 24 1 4 3 2 10 34 2 5 2 5 6 18 5 3 2 3 13 31 3 0 0 0 0 0 0 0 1 1 2 2 4 2 1 3 3 9 0 1 1 3 5 14 5 1 2 6 5 14 2 5 3 3 13 27 6 3 5 15 15 38 15 10 15 23 63 101 7 13 15 26 32 86 30 29 29 52 140 226 8 37 30 30 23 120 45 37 36 29 147 267 9 26 19 22 23 90 28 30 39 33 130 220 10 26 11 22 21 80 44 26 27 35 132 212 11 24 29 30 30 113 31 26 32 35 124 237 PM 12 33 39 43 35 150 22 37 26 40 125 275 1 35 38 32 35 140 40 41 42 51 174 314 2 32 37 34 29 132 44 39 32 44 159 291 3 27 29 31 36 123 41 45 38 43 167 290 4 36 23 24 43 126 89 39 55 49 232 358 5 43 21 40 39 143 41 49 50 33 173 316 6 22 34 34 33 123 29 32 24 21 106 229 7 29 27 41 22 119 20 27 25 23 95 214 8 27 17 23 22 89 16 15 18 19 68 157 9 17 16 18 10 61 11 16 12 15 54 115 10 14 11 10 9 44 13 21 8 6 48 92 11 8 10 9 9 36 10 13 8 7 38 74 TOTALS AVERAGE 46% 1897 54% 2242 4139 19.8 period 79.0 23.4 period 93.4 172.5 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 129 Lane 2 : 170 Combined: 299 Directional Split : 43% 57% Peak Hour Factor . 0.872 0.817 0.890 Peak / Day Total 0.068 0.076 0.072 Peak PM Hour is *** 4:00pm to 5:00pm *** Volume Lane 1 : 126 Lane 2 : 232 Combined: 358 Directional Split : 35% 65% Peak Hour Factor 0.733 0.652 0.716 Peak / Day Total 0.066 0.103 0.086 M 09/17/04 17:05:42 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID 4736-34 Info 1 : NE 29th Street W/0 Info 2 : Biscayne Boulevard *** Page: 3 Date : Sep 16, 2004 Thu Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-BB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 5 2 6 2 15 5 4 9 6 24 39 1 3 6 5 9 23 2 3 0 4 9 32 2 2 6 5 2 15 1 1 0 1 3 18 3 0 2 3 2 7 2 1 0 2 5 12 4 0 1 2 3 6 0 3 0 1 4 10 5 0 0 5 8 13 2 3 7 10 22 35 6 2 5 11 13 31 6 11 13 11 41 72 7 15 18 20 27 80 23 24 43 38 128 208 8 28 13 27 26 94 38 39 33 50 160 254 9 22 19 25 19 85 34 25 38 45 142 227 10 21 20 36 33 110 34 32 43 31 140 250 11 32 31 35 28 126 27 24 43 44 138 264 PM 12 28 41 39 42 150 38 37 38 35 148 298 1 34 36 32 32 134 45 43 38 45 171 305 2 33 40 25 31 129 38 41 30 38 147 276 3 28 31 30 23 112 31 40 36 53 160 272 4 36 25 38 24 123 44 29 35 34 142 265 5 39 25 20 43 127 42 35 31 27 135 262 6 25 31 23 26 105 28 28 13 19 88 193 7 25 31 18 25 99 18 21 30 23 92 191 8 21 25 22 21 89 10 13 22 18 63 152 9 23 11 13 13 60 17 17 5 9 48 108 10 20 14 6 6 46 7 9 13 9 38 84 11 11 7 7 5 30 11 7 9 5 32 62 TOTALS 47% 1809 53% 2080 3889 AVERAGE 18.8 period 75.4 21.7 period 86.7 162.0 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 126 Lane 2 : 138 Combined: 254 Directional Split : 48% 52% Peak Hour Factor 0.900 0.784 0.846 Peak / Day Total 0.070 0.066 0.068 Peak PM Hour is *** 12:30pm to 1:30pm *** Volume Lane 1 : 151 Lane 2 : 161 Combined: 312 Directional Split : 48% 52% Peak Hour Factor 0.899 0.894 0.987 Peak / Day Total 0.083 0.077 0.080 ler 09/17/04 17:05:42 *************** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 4 Dual Channel 15 Minute Final Report (page 1 of 2) ************** Site ID : 4736-34 Info 1 : NE 29th Street W/O Info 2 : Biscayne Boulevard Start Date : Sep 14, 2004 Tue End Date : Sep 16, 2004 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour Starts 0 15 30 45 Total 2-WB Hour Combined 15 30 45 Total Total. AM 12 19 10 14 6 49 29 10 19 10 68 117 1 11 18 19 12 60 8 11 7 11 37 97 2 10 10 13 9 42 10 9 3 4 26 68 3 1 2 3 3 9 4 3 3 4 14 23 4 2 4 9 10 25 1 7 4 6 18 43 5 1 3 14 14 32 9 12 11 17 49 81 6 15 18 36 47 116 30 34 38 52 154 270 7 44 49 69 82 244 81 84 99 136 400 644 8 101 70 85 68 324 145 118 113 128 504 828 9 82 55 66 64 267 93 86 102 111 392 659 10 85 59 81 83 308 106 100 100 99 405 713 11 83 95 100 89 367 97 78 109 130 414 781 PM 12 107 126 137 116 486 99 119 106 131 455 941 1 109 115 107 108 439 134 127 141 155 557 996 2 104 106 83 86 379 136 130 103 121 490 869 3 94 107 89 90 380 118 130 118 137 503 883 4 103 74 97 98 372 179 114 134 127 554 926 5 133 90 89 114 426 126 125 119 87 457 883 6 85 99 83 79 346 123 94 52 61 330 676 7 100 85 95 80 360 66 76 84 74 300 660 8 63 60 66 62 251 46 43 57 50 196 447 9 55 44 46 42 187 49 50 29 34 162 349 10 46 35 26 21 128 33 37 31 23 124 252 11 28 23 26 24 101 27 27 22 18 94 195 TOTALS 46% 5698 54% 6703 12401 AVERAGE 59.4 period 237.4 69.8 period 279.3 516.7 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 338 Lane 2 : Directional Split : 40% Peak Hour Factor 0.837 Peak / Day Total 0.059 Peak PM Hour is *** 1:00pm to 2:00pm *** Volume Lane 1 : 439 Lane 2 : Directional Split : 44% Peak Hour Factor 0.954 Peak / Day Total 0.077 512 Combined: 850 60% 0.883 0.864 0.076 0.069 557 Combined: 996 56% 0.898 0.947 0.083 0.080 p 09/29/04 14:21:54 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 5 ****** Dual Channel, 15 Minute Final Report (page 2 of 2) ************** Site ID : 4736-21&33 Info 1 : Biscayne Blvd S/O Info 2 : NE 28th Street Start Date : Sep 14, 2004 Tue End Date : Sep 16, 2004 Thu Adj. Factor: 1 00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 95 110 83 53 342 70 73 70 49 262 604 1 59 46 46 43 193 44 46 44 29 162 355 2 34 37 32 26 129 36 31 24 27 119 248 3 26 25 25 21 96 22 20 21 31 94 190 4 30 28 24 28 110 21 25 30 29 105 215 5 38 34 35 37 143 29 34 59 91 214 357 6 63 75 89 112 339 87 149 209 250 695 1034 7 124 145 145 168 582 251 273 322 372 1219 1801 8 170 190 198 216 774 377 374 381 358 1490 2264 9 213 197 186 221 818 370 315 333 318 1336 2154 10 217 223 216 214 871 291 256 255 256 1057 1928 11 216 241 261 256 973 238 234 242 248 962 1935 PM 12 282 298 312 313 1206 259 301 308 312 1180 2386 1 320 313 292 289 1215 291 295 282 282 1150 2365 2 284 279 264 297 1124 262 271 250 265 1048 2172 3 289 302 333 327 1250 233 244 249 264 990 2240 4 320 328 327 330 1305 241 224 237 259 961 2266 5 317 361 347 318 1343 286 274 271 268 1099 2442 6 317 306 274 298 1195 253 250 238 242 983 2178 7 283 269 260 271 1083 214 199 182 200 795 1878 8 248 252 235 188 923 187 175 178 174 713 1636 9 170 215 186 181 751 160 142 146 122 570 1321 10 196 186 133 132 647 132 130 130 121 513 1160 11 142 126 126 114 507 104 98 93 86 381 888 TOTALS 50% 17919 50% 18098 36017 AVERAGE 62.2 period 248.9 62.8 period 251.4 500.2 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 817 Lane 2 : 1483 Combined: 2301 Directional Split : 36% 64% Peak Hour Factor 0.946 0.973 0.987 Peak / Day Total • 0.046 0.082 0.064 Peak PM Hour is *** 12:30pm to 1:30pm *** Volume Lane 1 : 1258 Lane 2 : 1206 Combined: 2464 Directional Split : 51% 49% Peak Hour Factor 0.983 0.966 0.986 Peak / Day Total 0.070 0.067 0.068 p 09/29/04 14:21:54 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 4736-21&33 Info 1 : Biscayne Blvd S/0 Info 2 : NE 28th Street Page: 1 Date : Sep 14, 2004 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SS Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 PM 95 95 82 46 318 58 60 68 48 234 58 45 29 31 163 44 36 34 22 136 32 38 26 27 123 29 29 17 20 95 26 22 22 12 82 16 14 16 23 69 22 32 22 30 106 15 29 39 29 112 35 32 32 37 136 26 33 54 85 198 59 79 89 108 335 89 156 214 229 688 119 144 143 164 570 259 252 311 356 1178 171 204 200 223 798 403 389 394 372 1558 208 187 153 232 780 375 346 341 325 1387 220 218 222 217 877 268 272 264 277 1081 194 232 263 266 955 242 238 257 242 979 12 289 303 306 306 1204 262 288 322 288 1160 1 293 300 271 262 1126 299 289 278 265 1131 2 252 307 254 291 1104 259 278 242 250 1029 3 278 300 325 299 1202 249 239 246 241 975 4 284 343 289 313 1229 177 216 255 277 925 5 303 347 351 305 1306 254 282 288 258 1082 6 314 278 263 292 1147 253 249 237 236 975 7 243 254 213 245 955 209 209 183 194 795 8 204 268 195 198 865 183 159 170 158 670 9 163 235 168 162 728 146 152 149 128 575 10 177 171 110 127 585 116 109 123 114 462 11 148 108 113 93 462 89 102 76 72 339 552 299 218 151 218 334 1023 1748 2356 2167 1958 1934 2364 2257 2133 2177 2154 2388 2122 1750 1535 1303 1047 801 TOTALS 49% 17156 51% 17833 34989 AVERAGE 178.7 period 714.8 185.8 period 743.0 1457,9 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 835 Lane 2 : 1530 Combined: 2365 Directional Split : 35% 65% Peak Hour Factor 0.936 0.971 0.994 Peak / Day Total 0.049 0.086 0.068 Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 1314 Lane 2 : 1101 Combined: 2415 Directional Split : 54% 46% Peak Hour Factor 0.936 0.956 0.945 Peak / Day Total 0.077 0.062 0.069 • 1, 09/29/04 14:21:54 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID 4736-21&33 Info 1 : Biscayne Blvd S/0 Info 2 : NE 28th Street Page: 2 Date : Sep 15, 2004 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 100 123 73 53 349 61 74 63 39 237 586 1 42 44 58 49 193 44 52 50 37 183 376 2 40 42 24 27 133 41 35 20 32 128 261 3 20 21 23 22 86 25 19 20 29 93 179 4 27 25 32 27 111 23 24 27 34 108 219 5 41 34 41 32 148 30 32 63 99 224 372 6 67 79 98 108 352 89 133 217 241 680 1032 7 125 145 145 165 580 267 288 332 370 1257 1837 8 188 187 198 213 786 375 376 396 361 1508 2294 9 223 188 203 197 811 407 314 320 315 1356 2167 10 223 238 216 224 901 296 246 253 252 1047 1948 11 212 258 251 247 968 245 227 225 253 950 1918 PM 12 263 296 307 272 1138 250 278 289 322 1139 2277 1 285 288 279 281 1133 275 294 296 303 1168 2301 2 274 246 281 292 1093 257 278 264 272 1071 2164 3 322 326 346 343 1337 240 231 250 285 1006 2343 4 362 346 366 355 1429 282 232 222 247 983 2412 5 349 385 350 309 1393 295 280 234 268 1077 2470 6 297 307 292 252 1148 259 236 241 255 991 2139 7 279 248 262 264 1053 217 198 185 210 810 1863 8 259 210 245 169 883 195 194 174 182 745 1628 9 176 211 186 199 772 171 134 132 122 559 1331 10 218 187 140 138 683 141 134 127 127 529 1212 11 133 152 116 133 534 111 88 103 87 389 923 TOTALS 50% 18014 50% 18238 36252 AVERAGE 187.6 period 750.6 190.0 period 759.9 1510.5 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 821 Lane 2 : 1540 Combined: 2361 Directional Split : 35% 65% Peak Hour Factor 0.920 0.946 0.937 Peak / Day Total • 0.046 0.084 0.065 Peak PM Hour is *** 4:30pm to 5:30pm *** Volume Lane 1 : 1455 Lane 2 : 1044 Combined: 2499 Directional Split : 58% 42% Peak Hour Factor . 0.945 0.885 0.939 Peak / Day Total 0.081 0.057 0.069 leo 09/29/04 14:21:54 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 4736-21&33 Info 1 : Biscayne Blvd S/O Info 2 : NE 28th Street Page: 3 Date : Sep 16, 2004 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 91 112 95 61 359 91 86 78 61 316 675 1 76 49 51 48 224 44 49 47 28 168 392 2 31 30 45 24 130 39 29 36 30 134 264 3 32 31 29 29 121 25 26 28 41 120 241 4 40 28 18 28 114 26 21 23 24 94 208 5 37 36 32 41 146 32 36 61 90 219 365 6 64 66 81 119 330 84 157 197 280 718 1048 7 129 146 146 175 596 228 280 324 389 1221 1817 8 150 178 197 213 738 352 357 354 341 1404 2142 9 209 216 203 234 862 328 285 338 313 1264 2126 10 209 214 210 202 835 308 249 248 239 1044 1879 11 241 232 270 254 997 226 238 243 249 956 1953 PM 12 294 296 324 362 1276 265 337 313 325 1240 2516 1 383 350 327 325 1385 299 302 271 278 1150 2535 2 325 285 256 309 1175 269 258 244 274 1045 2220 3 266 279 327 338 1210 211 261 251 266 989 2199 4 314 294 326 323 1257 265 224 235 252 976 2233 5 299 351 339 340 1329 309 260 291 279 1139 2468 6 339 333 268 349 1289 246 265 236 236 983 2272 7 328 305 304 303 1240 216 190 177 196 779 2019 8 282 277 266 196 1021 182 171 190 182 725 1746 9 170 198 204 182 754 164 139 157 117 577 1331 10 194 199 150 131 674 139 148 141 121 549 1223 11 144 117 148 116 525 113 103 99 99 414 939 TOTALS 50% 18587 50% 18224 36811 AVERAGE 193.6 period 774.5 189.8 period 759.3 1533.8 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 797 Lane 2 : 1380 Combined: 2177 Directional Split : 37% 63% Peak Hour Factor 0.935 0.966 0.982 Peak / Day Total 0.043 0.076 0.059 Peak PM Hour is *** 12:30pm to 1:30pm *** Volume Lane 1 : 1419 Lane 2 : 1239 Combined: 2658 Directional Split : 53% 47% Peak Hour Factor 0.926 0.953 0.967 Peak / Day Total 0.076 0.068 0.072 110 09/29/04 14:21:54 *************** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 4 Dual Channel 15 Minute Final Report (page 1 of 2) ************** Site ID : 4736-21&33 Info 1 : Biscayne Blvd S/O Info 2 : NE 28th Street Start Date : Sep 14, 2004 Tue End Date : Sep 16, 2004 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour Starts 0 15 30 45 Total 2-SB Hour Combined 0 15 30 45 Total Total I AM 12 286 330 250 160 1026 1 176 138 138 128 580 2 103 110 95 78 386 I 3 78 74 74 63 289 4 89 85 72 85 331 5 113 102 105 110 430 II 6 190 224 268 335 1017 7 373 435 434 504 1746 8 509 569 595 649 2322 9 640 591 559 663 2453 11 10 652 670 648 643 2613 11 647 722 784 767 2920 PM PI' 12 846 895 937 940 3618 1 961 938 877 868 3644 2 851 838 791 892 3372 3 866 905 998 980 3749 11 4 960 983 981 991 3915 5 951 1083 1040 954 4028 6 950 918 823 893 3584 III 7 850 807 779 812 3248 8 745 755 706 563 2769 9 509 644 558 543 2254 10 589 557 400 396 1942 II11 425 377 377 342 1521 TOTALS 50% 53757 AVERAGE 560.0 period 2239.9 210 220 209 148 787 132 137 131 87 487 109 93 73 82 357 66 59 64 93 282 64 74 89 87 314 88 101 178 274 641 262 446 628 750 2086 754 820 967 1115 3656 1130 1122 1144 1074 4470 1110 945 999 953 4007 872 767 765 768 3172 713 703 725 744 2885 1813 1067 743 571 645 1071 3103 5402 6792 6460 5785 5805 777 903 924 935 3539 7157 873 885 845 846 3449 7093 785 814 750 796 3145 6517 700 731 747 792 2970 6719 724 672 712 776 2884 6799 858 822 813 805 3298 7326 758 750 714 727 2949 6533 642 597 545 600 2384 5632 560 524 534 522 2140 4909 481 425 438 367 1711 3965 396 391 391 362 1540 3482 313 293 278 258 1142 2663 50% 54295 565.6 period 2262.3 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 2453 Lane 2 : 4450 Combined: 6903 Directional Split : 36% 64% Peak Hour Factor 0.945 0.972 0.986 Peak / Day Total 0,046 0.082 0.064 Peak PM Hour is '*** 12:30pm to 1:30pm *** Volume Lane 1 : 3776 Lane 2 : 3617 Combined: 7393 Directional Split : 51% 49% Peak Hour Factor 0.982 0.967 0.986 Peak / Day Total 0.070 0.067 0.068 108052 4502.2 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738BB@33PM Site Code : 47383077 Start Date : 09/08/2004 Page No : 2 US-1 / Biscayne Boulevard Southbound NE 33rd Street Westbound US-1 1 Biscayne Boulevard Northbound NE 33rd Street Eastbound Start Time LeR Thru RTOR Right i { App. Total I.eR Thru RTOR Right APP, Totai Left Thru RTOR Right i DPP' Total Leis Thru RTOR Right ` Tote' TvtaI Peak Hour From I6:00 to 17:45 • Peak 1 of 1 Intersection 16:30 Volume 29 106 0 14 1099 Percent 2.6 96.1 0.0 1.3 Volume 29 t06 0 14 1099 Volume 8 292 0 4 304 Peak Factor High Int. 17:15 Volume 8 292 0 4 304 Peak Factor 0.904 w 45 8 26 6 85 52.9 9,4 30.6 7.1 45 8 26 6 85 16 4 9 0 29 17:15 16 4 9 0 29 0.733 22 13g 2 26 1419 1.6 96.5 0.1 1.8 22 134 2 26 1419 11 363 1 10 385 17:15 11 363 10 385 0.921 12 15 17 10 22.2 27.8 31,5 18.5 12 15 17 10 5 4 5 1 54 54 15 17:00 3 4 5 3 15 0.900 US-1 / Biscayne Boulevard Out In Total 14131 10991 26121 � I 1 141 10661 29.]RRiht Tl Led T North 818i2004 4:30:00 PM 9/8/2004 6:15:00 PM All Vehicles I 11281 4-1 T € Left Thru Right I 221 1369r 281 1 f 141s1 Out In Total t1_5-1 / Biscayne Boulevard 1_25471 ti 0 l} z m sa a Total 2657 2657 733 0.906 Counter; 3077 Counted By: PCC Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Grouas Panted- All Vehicles File Name ; 4738BB@3311M Site Code : 47383077 Start Date : 09/08/2004 Page No : 1 1 !Biscayne Boulevard Svuthbaund NE 33rd Street WestboundApp. US-1 / Biscayne Boulevard Northbound NE 33rd Street Eastbound 7US Stan lima Left ihru RTa:7R RightApp Total Left Thro RTOR Right 1 Total Left t Thtu RTOR Right Total Left Thru RTOR Right Total Int Total Factor 1.0 1.0 , 1,0 , 1.0 1.0 1,0 1.0 1.0 i 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I 1.0 16:00 7 247 1 4 259 12 9 4 6 31 12 342 1 11 366 3 9 0 4 16 672 16:15 11 248 0 3 262 9 3 3 1 16 6 330 0 7 343 4 2 3 1 10 631 16:30 11 252 0 6 269 13 1 6 2 22 4 312 0 9 325 3 4 2 1 10 626 16:45 3 265 0 1 269 7 1 5 1 14 4 329 0 4 337 1 3 5 5 14 634 Total 32 102 1 14 1059 41 14 18 10 83 26 i3 1 31 1371 11 18 10 11 50 2563 p 17:00 7 247 0 3 257 17:15 8 292 0 4 304 17:30 8 253 0 4 265 17:45 13 247 1 1 262 Total 36 10g 1 12 1088 Grand Total 68 205 2 26 2147 Apprch % 3.2 95.5 0,1 1.2 Total % 1.3 39,6 0.0 0.5 41.4 9 2 6 3 20 16 4 9 0 29 9 3 3 1 16 11 2 8 2 23 45 11 26 6 88 86 25 44 16 171 50.3 14.6 25.7 9.4 1.7 0.5 0.8 0.3 3.3 3 365 1 3 372 11 363 1 10 385 1 296 0 6 303 5 320 0 9 334 20 134 2 28 1394 46 265 3 59 2765 1,7 96.1 0.1 2.1 0.9 51,2 0.1 1.1 53.3 3 4 5 3 15 5 4 5 1 15 5 5 2 5 17 2 3 0 0 5 15 16 12 9 52 26 34 22 20 102 25,5 33.3 21.6 19.6 0.5 0.7 0.4 0.4 2.0 US-1 / Biscayne Boulevard Out In Totai North 9i8/2004 4:00:00 PM 91812004 5:45:00 PM All Vehicles 4-1 Left Thru Right E 46 26571 621 1 21791 t 27651 Out to Total US-1 / Biscayne Boulevard f 49441 t_g w 664 733 601 624 2622 5185 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738BB@33PM Site Code ; 47383077 Start Date : 09/08/2004 Page No : 3 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name :4738BB©32PM Site Code : 47383076 Start Date : 09/08/2004 Page No : 2 US-1 / Biscayne Boulevard Sou hbound NE 32nd Street Westbound US-1 i Biscayne Boulevard Northbound NE 32nd Street Eastbound Staff Time Left Thru Right € Pods APP• Total Lelt Thru Right Peels +DPP' Total Left Stint Right Pods APg. Total Left Thru Right Pods APP. Total Tot ' Tptai Peak Hour From 16100 to 17:45 - Peak 1 of 1 Intersection 16:30 Volume 23 107 0 Percent 2.1 97.9 0.0 Volume 23 107 0 Volume 6 300 0 Peak Factor High Int. 17:15 Volume 6 300 0 Peak Factor 0 0,0 0 0 0 1100 1100 306 306 0.899 12 18.2 12 3 16:45 2 0 0.0 0 0 0 54 81.8 54 12 16 0 0.0 0 0 0 66 66 15 18 0.917 0 0.0 0 0 17:15 0 133 98,3 133 371 371 23 1,7 23 6 6 0 0.0 0 0 0 1376 1376 377 377 0,912 14 40.0 14 2 17:00 6 1 2.9 1 0 0 20 57,1 20 2 12 0 0.0 0 0 0 35 35 4 18 0.486 2577 2577 702 0.918 0 US-11 Biscayne Bou everd Total Out In North Ft /8/2004 4:30:00 PM 8/2004 5:15:00 PM All Vehicles ht Pads 1 248E1 Out In Total US-1 / Biscayne Bosievard 1109j 0 z Counter: 3076 Counted By: DAB Weather: Clear Zther: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Grauos Printed -Ail Vehicles Fite Name : 4738BB©32PM Site Code : 47383076 Start Date : 09/08/2004 Page No :1 US-1 / Biscayne Boulevard Sorthbound NE 32nd Street Westbound US-1 !Biscayne Boulevard Northbound NE 32nd Street Eastbound Ssart Time Left 1 Thru Right Peds APP. Total Left Thru Right Peds j EE APP Total Left Thru Right Peels APP" Total Left Thru Right Pads APP Total tat' Total 1 Pastor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 E 1.0 1.0 1.0 1.01.0 1.0 1.0 1.0 16:00 8 252 0 0 260 2 0 9 0 11 0 355 4 0 359 1 0 11 0 12 642 16:15 12 244 0 0 256 2 0 14 0 16 0 326 7 0 333 3 0 6 0 9 614 16:30 5 258 0 0 263 1 0 16 0 17 0 309 5 0 314 2 0 4 0 6 600 I 16:45 8 264 0 0 272 2 0 16 0 18 0 317 8 0 325 4 1 2 0 7 622 Total 33 101 0 0 1051 7 0 55 0 62 0 13� 24 0 1331 10 1 23 0 34 2478 17:00 4 255 0 0 259 17:15 6 300 0 0 306 17:30 7 255 0 0 262 17:45 5 254 0 0 259 Total 22 106 0 0 1086 Grand Total Apprch % Total ° go 55 208 2 2.6 97.4 0.0 0.0 1.1 41,6 0.0 0.0 0 0 2137 42.7 6 0 10 0 16 3 0 12 0 15 0 0 4 0 4 3 0 8 0 11 12 0 34 0 46 19 0 89 0 108 17.6 0.0 82,4 0.0 0.4 0.0 1.8 0.0 2.2 0 356 0 371 0 298 0 324 0 13 19 0 1368 265 6 0.0 98.4 1,6 0.0 0,0 53.0 0.9 0.0 4 0 360 6 0 377 4 0 302 5 0 329 0 43 0 2699 53.9 6 0 12 0 18 2 0 2 0 4 1 0 5 0 6 0 0 3 0 3 9 0 22 0 31 19 1 45 0 65 29.2 1,5 69.2 0.0 0.4 0,0 0.9 0.0 1.3 0 U5-1 1 Biscayne Boulevard Out In Tatat E2764{ North 1 49011 916/2004 4:00:00 PM 9/8/2004 5:45:00 PM At Vehicles T Left Thru Right Peds ] 0( 26561 43j 0f I 21451 r 25991 Out In Total US-11 Biscavne Boulevard 1 48451 653 702 574 602 2531 5009 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738BB@32PM Site Code : 47383076 Start Date : 09/08/2004 Page No : 3 110 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 aMIAM1r FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name :4738-4(33pm Site Code : 47383076 Start Date : 09/09/2004 Page No : 2 Southbound NE 33rd Street Westbound NE 4th Avenue Northbound NE 33rd Street Eastbound Left Tiro Start Time 'oak Hour From I5:00 to 17:45 - Peak I of 1 Intersection 17:00 Volume 0 0 0 Percent 0.0 0.0 0.0 Volume 0 0 0 Volume 0 0 0 Peak Factor High Int. 3:45:00 PM Volume 0 0 0 Peak Factor Right Peels App. Total Left Thra Right Pads App. Total Left Tluu Right 1 Pads App. Took Left Tiro Right Peels App. Total tot. Total 0 0 0.0 0 0 0 0 0 0 9 26 0 0 35 25.7 74.3 0.0 0.0 9 26 0 0 35 2 9 0 0 11 17:30 2 9 0 0 11 0.795 35 0 27 0 56.5 0.0 43.5 0.0 35 0 27 0 18 0 8 0 62 62 26 17:30 18 0 8 0 26 0.596 0 48 25 0 73 0.0 65.8 34.2 0.0 0 48 25 0 73 0 9 7 0 16 17:45 0 13 8 0 21 0.869 z 5 North e/912004 5:00:00 PM 9/9/2004 5:45;00 PM All Vehicles :34 Out In Total NE 4th Avenue 170 170 53 0.802 Counter: 3076 Counted By: DAB Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Groups Printed- All Vehicles File Name : 4738-4@33pm Site Code : 47383076 Start Date : 09/09/2004 Page No : 1 7 Southbound NE 33rd Street Westbound NE 4th Avenue Northbound NE 33rd Street Eastbound Start Time Le i Thru Right Peds APP' Total Left Thru Right Pada APP Total 1 e 1 Thru Rght Pella PPP Total ieR Thns Right Pella APp. Total InG T ots' 1 Factor l.4 1.0Q 1,0 1.00 1.0 l.0 1,0 1,0 1.00 1.0 1.0 1.0 l.4 toL4 1,t1 16:00 0 0 0 0 0 4 14 0 0 18 4 0 3 0 7 0 9 8 0 17 42 16:15 0 0 0 0 0 0 8 0 0 8 5 0 4 0 9 0 8 5 0 13 30 16:30 0 0 0 0 0 1 11 0 0 12 6 0 0 0 6 0 5 6 0 11 29 I 16:45 0 0 0 0 0 4 3 0 0 7 7 0 1 0 8 0 12 4 0 16 31 Total 0 0 0 0 0 9 36 0 0 45 22 0 8 0 30 0 34 23 0 57 132 11, 17:00 0 0 0 0 0 17:15 0 0 0 0 0 17:30 0 0 0 0 0 17:45 0 0 0 0 0 Total 0 0 0 0 0 Grand Total 0 0 0 0 0 Approh % 0,0 0,0 0.0 0,0 Total % 0.0 0.0 0.0 0,0 0.0 2 7 0 0 9 1 5 0 0 6 2 9 0 0 11 4 5 0 0 9 9 26 0 0 35 18 62 0 0 80 22.5 77.5 0.0 0.0 6.0 20.5 0.0 0.0 26.5 6 0 4 0 10 8 0 6 0 14 18 0 8 0 26 3 0 9 0 12 35 0 27 0 62 57 0 35 0 92 62,0 0.0 38.0 0.0 18.9 0.0 11.6 0.0 30.5 0 13 7 0 20 0 13 3 0 16 0 9 7 0 16 0 13 8 0 21 0 48 25 0 73 0 82 48 0 130 0.0 63.1 36.9 0.0 0,0 27.2 15.9 0,0 43,0 § 97 North 19t2004 4:00:00 PM i9t2004 5:45:00 PM All Vehicles 4-1 Left Ri.ht Pede 1561 Out in Total NE 4th Avenue eeJ 2 0 z m w 3crl Q 39 36 53 42 170 302 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738-4(433pm Site Code : 47383076 Start Date : 09/09/2004 Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name ; 4736BB a 29PM Site Code : 47363077 Start Date :08/31J2004 Page No : 2 US-1 / Biscayne Boulevard Southbound NE 29th Street Westbound US-1 / Biscayne Boulevard Northbound NE 29th Street Eastbound Left :• Start Time ,cak flour From 55:00 to 17:45 - Peak 1 of 1 intersection 16:00 Volume 24 939 0 86 1049 Percent 2,3 89.5 0.0 8.2 Volume 24 939 0 86 1049 Volume 7 231 0 27 265 Peak Factor I4igh Int. 16:30 Volume 5 255 0 25 285 Peak Factor 0.920 Thru RTOR Right App, Total Left ru RTOR Right App. Total Left Thru RTOR Right Tota] App' Last Thru RTOR Right App. Total int. Total 61 48 9 9 127 48.0 37.8 7.1 7.1 61 48 9 9 127 15 14 2 2 33 16:15 19 11 2 6 38 0.836 89 128 7 40 1417 6.3 90.4 0.5 2.8 89 128 7 40 1417 27 348 2 16 393 16:00 27 348 2 16 393 0.901 57 38 4 16 115 2708 49,6 33.0 3.5 13.9 57 38 4 16 115 2708 19 10 1 3 33 724 0.935 16:30 15 17 1 6 39 0.737 0 N 0 US-1 1 Biscayne Boulevard Out In Total North 8/31/2004 4;00:00 PM 8/31,2004 4:45:00 PM All Vehicles MUM Left Thru Fiiht I 1020i E 24371 Out in Total US-1 f Biscavne Boulevard - 0 4-3 2aunter: 3077 / 3076 :vunted By: PCC / DAB Weather: Clear Other: 16:25-16:45 NB Backup Block E/W 1'KA N bruit! Al AL Y i, Ylili .t., 1Ut`4til..3, 111C. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Groups Printed- All Vehicles File Name : 4736BB sc 291'M Site Code : 47363077 Start Date : 08/31/2004 Page No : 1 NI US i / Biscayne Boulevard Southbound NE 29th Street Westbound US-1 / Biscayne Boulevard Northbound NE 29th Street Eastbound SurtTene Lea Thru ATM Right T01 Lao Thru RTOR Right Tets1 Left Thru RTOR Right 'fora! Lea Thru RTOR Right Total Total 1 Favor 1.0 1.0 1.0 1.0 1,0 1.0 €.0 le 1 IA 1,o 1.01 1.0 L. 1.0 1,0 1.0 1.0 16:00 7 231 0 27 265 15 14 2 2 33 27 348 2 16 393 19 10 1 3 33 724 16:15 8 220 0 13 241 19 11 2 6 38 28 337 4 11 380 6 6 1 3 16 675 16:30 5 255 0 25 285 12 14 3 1 30 17 301 1 9 328 15 17 1 6 39 682 I 16:45 4 233 0 21 258 15 9 2 0 26 17 295 0 4 316 17 5 1 4 27 627 Total 24 939 0 86 1049 61 48 9 9 127 89 128 7 40 1417 57 38 4 16 115 2708 17:00 4 264 0 11 279 17:15 11 255 1 12 279 17:30 8 221 1 13 243 17:45 3 252 0 9 264 Total 26 992 2 45 1065 Grand Total Apprch % Total % 1. 50 393 1 2.4 91,3 0.1 6.2 0,9 35.7 0,0 2.4 2 131 2114 39.1 11 7 2 3 23 15 20 2 1 38 12 II 3 1 27 16 5 2 2 25 54 43 9 7 113 115 91 18 16 240 47.9 37.9 7.5 6.7 2.1 1.7 0.3 0.3 4.4 10 282 0 12 304 13 338 0 10 361 15 345 I 8 369 12 345 2 8 367 50 131 3 38 1401 139 259 10 78 2818 4.9 91.9 0.4 2,8 2.6 47,9 0.2 1.4 52.1 17 15 1 7 40 10 14 4 3 31 17 5 0 5 27 18 6 0 3 27 62 40 5 18 125 119 78 9 34 240 49.6 32.5 3.8 14.2 2.2 1.4 0.2 0.6 4.4 US-1 I Biscayne Boulevard Out In Tote! 2744 North t 46581 8/31/2004 4:00:00 PM 8/31/2004 5:48:00 PM AR Vehicles Left Thru Flight i- 1391 25911 881 n751 r 218181 ( Out In Total US•1 / Biscayne Boulevard 49071 646 709 666 683 2704 5412 'I'KANSPOKl' ANALYSIS YKU1+LSS1U1' AL5, inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33I83-4498 (305) 385 0777 Office (305) 385 9997 File N zme : 47361313 u,29P3v1 Site Code : 47363077 Start Dale : 08/31/2004 Page No : 3 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738-4@32PM Site Code 747383076 Start Date : 09/09/2004 Page No : 2 NE 4th Avenue Southbound NE 32nd Street Westbound NE 4th Avenue Northbound NE 32nd Street Eastbound Start Time Left Tbru Right Pale APP' Total Left Thro Right I Peels APPi Total Last Thru Right Pais APP' 7asal Left Tiro Right Peels APp, Total lat. Total Peak Hour From 1600to 17;45 - Peek I of 1 Intersection 17:00 Volume 6 0 30 Percent 16.7 0.0 83.3 Volume 6 0 30 Volume 2 0 3 Pcak Factor High Int, 17:45 Volume 4 0 10 0 14 Peak Factor 0.643 IS 0 36 0.0 0 36 0 5 1 17 3 0 21 4.8 81.0 14.3 0.0 1 17 3 0 21 1 13 2 0 16 17:15 1 13 2 0 16 0,328 0 0 0 0 0 0.0 0.0 0.0 0,0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 0 0 0 0 0 62 9 0 0 71 87.3 12.7 0.0 0.0 62 9 0 0 71 14 2 0 0 16 17:30 25 2 0 0 27 0.657 z 3 0 NE 4th Avenue Out In Total 1 3el i 1011 1 ] 11 301 61 01 Right Left Peds 651 North 9/912004 5:00.00 PM 919/2004 5:45:00 PM All Vehicles 128 128 37 0.865 Counter; 3076 Counted By: DAB Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Groups Printed- All Vehicles File Name : 4738-4@32PM Site Code : 47383076 Start Date : 09/09/2004 Page No : 1 NE 4th Avenue Southbound NE 32nd Street Westbound NE 4th Avenue Northbound NE 32nd Street Eastbound Start Time Left 1 i Thru Right Pods APP' Total Left Thru Right Pie PPP' Total Left Thtu flight Peds DPP' Totel . Lela Thru Right Peds I i P• Total tnt. Tatel Factor 1.0 I 1.0 1.0 _ 1,0 1.0 1.0 1.0 1,0 1,0 1,0 1,0 1.0 1.0 1.0 , La 1,0 1 16:00 5 16:15 2 16:30 1 16:45 2 0 0 0 0 6 3 6 5 0 0 0 0 11 5 7 7 0 0 0 0 4 1 2 5 2 0 3 2 0 0 0 0 6 1 5 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 9 4 5 1 3 4 1 0 0 0 0 0 0 0 0 8 12 8 6 25 18 20 20 Total 10 0 20 0 30 0 12 7 0 19 0 0 0 0 0 25 9 0 0 34 83 1 IS le 17:00 0 0 9 0 9 17:15 2 0 3 0 5 17:30 0 0 8 0 8 17:45 4 0 10 0 14 Total 6 0 30 0 36 Grand Total 16 0 50 0 66 Apprcb % 24.2 0.0 75.8 0.0 Total % 7.6 0.0 23.7 0,0 31.3 0 4 1 0 5 1 13 2 0 16 0 0 0 0 0 0 0 0 0 0 1 17 3 0 21 1 29 10 0 40 2.5 72.5 25.0 0,0 0.5 13.7 4.7 0.0 19.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 9 2 0 0 11 14 2 0 0 16 25 2 0 0 27 14 3 0 0 17 62 9 0 0 7I 87 18 0 0 105 82.9 17.1 0.0 0.0 41.2 8.5 0,0 0.0 49.8 c Li; z 0 N! dth Avenue Out In Total I 1631 97J L 1e5 1 501 161 01 RIpM idt Pella North 9/912004 4:00:00 PM 9/6/2004 5:45:00 PM All Vehides 25 37 35 31 128 211 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4738-4@32PM Site Code : 47383076 Start Date : 09/09/2004 Page No : 3 :11' 1 1 1 1 1 1 1 1 1 1 1 APPENDIX B CAPACITY ANALYSES & TRAFFIC SIGNAL TIMING DATA SHORT REPORT Genera f. f rifcrmat�or it info• rmatro :1' 1 1 1 1 1 • Analyst Agency or Co. Date Performed Time Period RPE/TAP 09/21/2004 PM Peak Intersection Area Type Jurisdiction Analysis Year Biscayne Blvd & NE 33 Street All other areas 2004 Peak Season Volume and;Tlrrtlfrlput Num. of Lanes LT 0 EB TH 1 RT 0 LT 0 WB TH 1 RT 0 LT 1 NB TH 2 SB RT LT TH RT 0 O 1 2 Lane group LTR L TR L TR £. TR Volume (vph) % Heavy veh PHF Actuated (P/A) 12 0 0.90 A 15 0 0.90 A 28 0 0.90 A 46 0 0.73 A 8 0 0.73 A 33 0 0.73 A 23 0 0.92 A 1411 2 0.92 P 29 1 30 1088 O 1 0 2 0.92 10.90 0.90 P I A P 14 0 0.90 P Startup lost time 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 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 17 0 26 0 2 1 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking 0 0 0 N I N 0 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 Timing EW Perm G = 13.0 Y= 4 G= Y= 02 G= Y= 03 G= Y= 04 NS Perm G = 94.0 Y= 4 G= Y= 06 G= Y= 07 08 G= Y= Duration of Analysis (hrs) = 0.25 Lane Group Capacitjr Control Delay, any Determinatio Cycle Lent, th C = 115.0 EB WB NB SB Adj. flow rate 42 84 25 1561 33 1219 Lane group cap. 190 165 329 2892 217 2894 vic ratio 0.22 0.51 0.08 0.54 0.15 0.42 Green ratio 0.11 0.11 0.82 0.82 0.82 0.82 Unit delay di 46.4 48.0 2.0 3.4 2.2 2.9 Delay factor k 0.11 0.12 0.11 0.50 0.11 0.50 Increm. delay d2 0.6 2.6 0.1 0, 7 0.3 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 47.0 50.6 2.1 4.2 2.5 3.4 Lane group LOS D D A A A A Approh, delay 47.0 50,6 41 3,4 Approach LOS D A A #ntersec. delay 5.7 Intersection LOS A HCS2000TM Copyright 02000 University of Florida, Ali Rights Reserved VersEon 4.1e SHORT REPORT :General lnformatfa `. to Irrifoatlon N • Analyst Agency or Co, Date Performed Time Period APE/TAP 12/8/04 PM Peak Intersection Area Type Jurisdiction Analysis Year Biscayne Blvd & NE 33 Street Al! other areas 2007 Without Site Volurrte'and Timm Input Num. of Lanes EB WB NB SB LT 0 TH RT 1 0 LT 0 TH RT 0 LT 1 TH 2 RT 0 LT ] TH 2 RT 0 Lane group LTR LTR TR TR Volume (vph) % Heavy veh PHF 12 0 0.90 15 0 0.90 29 0 0, 90 47 0 0,73 8 0 0.73 34 0 0.73 30 0 0.92 1492 2 0.92 31 0 0,92 31 11188 0 1 2 0.90 10.90 14 0 0.90 Actuated (P/A) Startup lost time A A 2.0 A A A 2.0 A A 2.0 P 2.0 A I P 2.0 1 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type Unit Extension 3 3.0 3 3.0 3 3.0 3 3.0 3 13 3.0 1 3.0 PedBike/RTOR Volume 0 17 0 26 0 2 0 0 Lane Width 12.0 12.0 12.0 12,0 12.0 1 12.0 Parking/Grade/Parking 0 0 0 N 1 0 Parking/hr Bus stops/hr 0 0 0 0 0 1 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 1 3.0 Phasing Timing EW Perm G = 13.0 G= 02 G= 03 G= 04 NS Perm G = 94,0 G= 06 G= 07 G= 08 Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs. = 0.25 Lane, Group Capacity, Control Delay, and LOS Determination EB WB C cleLength C= 115.0 NB SB Adj. flow rate 43 86 33 1651 34 1329 Lane group cap. 190 165 289 2892 194 2894 v/c ratio 0.23 0.52 0.11 0.57 0.18 0.46 Green ratio 0.11 0.11 0.82 0.82 0.82 0.82 Unif. delay di 46.4 48.1 2.1 3.6 2,2 3.1 Delay factor k 0.11 0.13 0.11 0.50 0.11 0.50 Increm. delay d2 0.6 3.0 0,2 0.8 0.4 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 47.0 51.0 2.3 4.4 2.7 3.6 Lane group LOS D A A A A Apprch. delay 47.0 51.0 4.4 3.6 Approach LOS 0 A A lntersec. delay 5.9 Intersection LOS A HCS2000TM Copyright 0 2000 University of Florida, AU Rights Reserved Version 4.1e N SHORT REPORT General Information " ..... Site lnfarmation _. , .... Analyst RPE/TAP Agency or Co. Date Performed 12/8/04 Time Period PM Peak Intersection Biscayne Blvd & NE 33 Street Area Type All other areas Jurisdiction Analysis Year 2007 With Site & New Timinp Volume and Timing !Out' BB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume (vph) 12 26 29 66 17 64 30 1492 50 66 1188 14 Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PH F 0.90 0.90 0.90 0.73 0.73 0,73 0.92 0.92 0.92 0.90 0.90 0.90 Actuated (PIA) A A A A A A A PP A PP Startup lost tirne 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeIRTOR Volume 0 17 0 26 0 2 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNONNON Parking/hr Bus stopsfhr 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= 23.0 G= G= G= G= 84.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Control Delay, and LOS.Determir ati. n EB WB NB SB Adj. flow rate 55 165 33 1672 73 1329 Lane group cap, 341 297 234 2580 141 2586 v/c ratio 0.16 0.56 0.14 0.65 0,52 0.51 Green ratio 0.20 0.20 0.73 0.73 0.73 0.73 Unit. delay d1 38.0 41.4 4.7 7.9 6.7 6.7 Delay factor k 0.11 0.15 0. i 1 0.50 0.12 0.50 Increm, delay d2 0,2 2.3 0.3 1.3 3,3 0.7 PP factor 1,000 1.000 1.000 1.000 1.000 1.000 Control delay 38.2 43.7 4.9 9.2 10.1 7.4 Lane group LOS D D A A 8 A Approh. delay 38.2 43.7 9 1 7.6 Approach LOS D D A A Intersec. delay 10.7 intersection LOS B HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4,1e TWO-WAY STOP CONTROL SUMMARY Gerteral inforratron ite lnformatisn Analyst Agency/Co. Date Performed Analysis Time Period RPE/TAP 09/17/2004 PM Peak Intersection Jurisdiction Analysis Year NE 32nd St & Biscayne Blvd 2004 Peak Season Project Description Park Lane Towers East/West Street: NE 32nd Street North/South Street: Biscayne Boulevard Intersection Orientation: North -South Vehicle' 'olunties an i4dfustmen ts: Major Street Northbound ,Study Period (hrs): 0.25 Southbound Movement 1 2 3 4 5 6 T T Volume 0 1394 24 24 1110 0 Peak -Hour Factor, PHF 0.91 0.91 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1528 26 26 1234 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration Upstream Signal T 0 TR 1 TR Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L R T Volume 12 0 56 14 1 21 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.49 0.49 0.49 Hourly Flow Rate, HFR 13 0 61 28 2 43 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Storage 0 0 RT Channelized 0 0 -Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of. Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR v (vph) 26 74 73 C (m) (vph) 432 314 215 v/c 0.06 0.24 0.34 95% queue length 0.19 0.90 1.43 Control Delay 13.9 20.0 30.1 LOS C 0 Approach Delay 20.0 30.1 Approach LOS 0 Rights Reserved HCS2000TM Version 4.1 d Copyright 2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY Gen. rai 'Mot' ation Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak Project Description Park Lane Towers East/West Street: NE 32nd Street Intersection Orientation: North -South RPEJTAP e I•n rmation Intersection Jurisdiction Analysis Year NE 32nd St & Biscayne Blvd 2007 Without Site North/South Street: Biscayne Boulevard Study Period (hrs): 0.25 Vehicle -Volumes and `Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 T R T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 0 0 0 7 1481 0.91 1623 2 25 0.91 27 0 0 T TR 0 Westbound 8 9 Undivided 25 0.90 27 0 1 10 1210 0.90 1345 2 1 Eastbound 11 0 0.90 0 0 0 TR 12 L R L R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (°/O) Flared Approach Storage RT Channelized Lanes Configuration 12 0.92 13 0 0 0 0.92 0 0 0 0 1 LTR 58 0.92 63 0 0 0 14 0.49 28 0 0 0.49 2 0 0 0 LTR 22 0,49 45 0 0 0 Delay, Oueue Length Approach Movement Lane Configuration v (vph) C (m) (vph) and Level of Service NB 1 SS 4 L 27 397 7 Westbound 8 LTR 76 285 9 10 Eastbound 11 LTR 75 192 12 v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Rights Reserved HC82000TM Version 4.1d 0.07 0.22 14.7 0.27 1.05 22.2 c 22.2 0.39 1.72 35.3 E 35.3 Copyright ® 2003 University of Florida, AR Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY Genera.information tte. ritOttfattO Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak RPE/TAP Project Description Park Lane Towers EastiWest Street: NE 32nd Street Intersection Jurisdiction Analysis Year NE 32nd St & Biscayne Blvd 2007 With Site North/South Street: Biscayne Boulevard Intersection Orientation: North -South Study Period (hrs): 0.25 VehIcie ent Major Street Movement Northbound Southbound 1 2 3 4 5 6 T R L T Volume 0 1500 52 25 1229 0 Peak -Hour Factor, PHF 0.91 0.91 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1644 57 27 1367 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration Upstream Signal Minor Street T 0 Westbound TR L 1 Eastbound TR Movement 7 8 9 10 11 12 L T R Volume 33 0 58 14 1 22 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.49 0.49 0.49 Hourly Flow Rate, HFR 35 0 63 28 2 45 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and. Approach NB Movement 1 evel :of Service SB 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration v (vph) C (m) (vph) vie L 27 379 0.07 LTR 98 177 0.55 LTR 75 186 0.40 95% queue length Control Delay LOS Approach Delay Approach LOS Rights Reserved HCS2000TM Version 4.1d 0.23 15.2 c 2.88 48.0 E 48.0 1.79 36.9 E 36.9 Copyright 2003 University of Florida, All Rights Reserved Version 4.1 d 1 1 1 1 1 1 • Analyst RPEJfAP Agency Co, g Y or Date Performed 09/14/2004 Time Period PM Peak Intersection US 1 & NE 29th Street Area Type Al! other areas Jurisdiction Existing Peak Season & Analysis Year Timing *iii4meiiri8-' tnnT ripu 0�,7 A* .M :: : - EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH AT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume (vph) 59 39 21 63 49 19 92 1320 48 25 968 89 % Heavy veil 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.74 0.74 0.74 0.84 0.84 0.84 0.90 0.90 0.90 0.92 0.92 0.92 Actuated (P/A) A AA A A A APP A PP Startup lost time 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 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 4 0 9 0 7 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO NNON 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= 33.0 G= G= G= G= 72.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Lenny, C I V 115.0 riK. "„7.'a rr,� z- eZ f u� apa �� n -0. [ e a -"' � s 9z¢=SvT4kea �. [. ,.",tiakrHi Qe e � r t one>� ' .:._ � � � EB WB NB SB Adj. flow rate 156 146 102 1511 27 1149 Lane group cap. 417 420 226 2212 123 2196 vlc ratio 0.37 0.35 0,45 0.68 0.22 0.52 Green ratio 0.29 0.29 0.63 0.63 0.63 0.63 Unit. delay di 32.8 32.5 11.2 14.0 9.3 12.0 Delay factor k 0.11 0.11 0.11 0.50 0.11 0.50 Increm. delay d2 0.6 0.5 1.4 1.7 0.9 0.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.3 33.0 12.6 15,8 10.2 12.9 Lane group LOS C C B B B B Apprch. delay 33.3 33.0 15.6 12.8 Approach LOS C C B B Intersec. delay 16.2 Intersection LOS B HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e SHORT REPORT General. Ink* ination Site Information Analyst Agency or Co. Date Performed Time Period RPE/TAP 09/14/2004 PM Peak Intersection Area Type Jurisdiction Analysis Year US 1 & NE 29th Street All other areas 2007 Without Site & New Timing Vofurrre and riming' 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 2 0 1 2 0 Lane group LTR LTR L TR TR Volume (vph) % Heavy veh PHF 61 62 0 0 0.74 0.74 22 67 0 0 0.74 0.84 76 0 0.84 20 0 0.84 100 0 0.90 1404 2 0.90 54 0 0.90 26 0 0.92 1066 2 0.92 92 0 0.92 Actuated (PIA) Startup lost time Ext. eff. green Arrival type Unit Extension A A 2.0 2.0 3 3.0 A A A 2.0 2.0 3 3.0 A A 2.0 2.0 3 3.0 P 2.0 2.0 3 3.0 A 2,0 2.0 3 3,0 P 2.0 2.0 3 3,0 Ped/BiketRTOR Volume 0 4 0 9 0 7 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 0 0 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 Timing EW Perm 02 03 04 NS Perm 06 07 08 G = 33.0 G= G= G = 72.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis hrs. 0.25 Larie`Groiip Capacity, Control C?e ay, and L4S Determination EB WB Cycle Length C = 115.0 NB SB Adj. flow rate 191 184 111 1610 28 1259 Lane group cap. 414 417 191 2211 100 2198 v/c ratio 0.46 0.44 0.58 0.73 0.28 0.57 Green ratio 0.29 0.29 0.63 0.63 0.63 0.63 Unit delay di 33.7 33.5 12.6 14.8 9.7 12.5 Delay factor k 0.11 0.11 0.17 0.50 0.11 0.50 Increm. delay d2 0.8 0.7 4.4 2.1 1.5 1.1 PF factor 1.000 1.000 1,000 1,000 1.000 1,000 Control delay 34.5 34.2 17.1 16.9 11.3 13.6 Lane group LOS Approh. delay C C 34.5 34,2 B B 16.9 8 13.6 Approach LOS C C B B lntersec. delay 17.6 Intersection LOS B HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 e :• • SHORT REPORT General Information. ;'' Site Information Analyst RPE/TAP Agency or Co. Date Performed 09/14/2004 Time Period PM Peak Intersection US 1 & NE 29th Street Area Type Aliother areas Jurisdiction Analysis Year 2007 With Site & New Timing 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 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume (vph) 72 62 22 67 76 20 100 1439 54 26 1100 98 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.74 0,74 0,74 0.84 0.84 0.84 0.90 0,90 0.90 0.92 0.92 0.92 Actuated (P/A) A A A A A A A PPA PP Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 'II 3.0 3.0 3.0 3.0 3.0 PedfBikeIRTOR Volume 0 4 0 9 0 7 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO 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= 33.0 G= G= G= G= 72.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y- Duration of Analysis chrsi = 0.25 Cycle Length C = 115.0 Lane Group. Capacity, Control. Delay, and LOS. Determination :=.. EB WB NB SB Adj. flow rate 206 184 111 1649 28 1303 Lane group cap. 398 414 177 2211 91 2197 v/c ratio 0.52 0.44 0.63 0.75 0.31 0.59 Green ratio 0.29 0.29 0.63 0.63 0.63 0.63 Unif. delay di 34.3 33.5 13.2 15.1 10.0 12.8 Delay factor k 0.12 0.11 0.21 0.50 0.11 0.50 Increm. delay d2 1.2 0.8 6.9 2.3 1.9 1.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 35.5 34.3 20.1 17.4 11.9 14.0 Lane group LOS D C C B B B Apprch. delay 35.5 34.3 17.6 13.9 Approach LOS D C B B lntersec. delay 18.1 Intersection LOS B HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e • TWO-WAY STOP CONTROL SUMMARY -,',�,a.� .. ,r. � �_.,l�'s-�41r ' act s^.._.. 'i. .. Analyst RPE/TAP Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak intersection Jurisdiction Analysis Year NE 4th Ave & NE 33rd Street 2004 Peak Season Project Description Park Lane Towers East/West Street: NE 33rd Street North/South Street: NE 4th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 let es d 4s,e se, � .. , _.,. Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 49 26 9 27 0 Peak -hour factor, PHF 1.00 0.87 0.87 0.80 0.80 1.00 Hourly Flow Rate (veh/h) 0 56 29 11 33 0 Proportion of heavy vehicles, PHy 0 -- 0 -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 36 0 28 0 0 0 Peak -hour factor, PHF 0.60 1.00 0.60 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 60 0 46 0 0 0 Proportion of heavy vehicles, PHV 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR i y x' i �;.r f c' 'yiCtr Cbntrolr-Dela, Queue Lengthy L°e�rel of=.Serrrica F�� ;;'' $i k., t' ...y ,, , •k'� i' w�' d 'P % -z F...:. Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 11 106 Capacity, cm (vph) 1524 950 v/c ratio 0.01 0.11 Queue length (95%) 0.02 0.38 Control Delay (s/veh) 7.4 9.3 LOS A A Approach delay (slveh) -- -- 9.3 ,Approach LOS -- -- A (ICS2OOOT" Copyright 02003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY Oen .0 In Oen ation Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak Project Description Park Lane Towers East/West Street: NE 33rd Street Intersection Orientation: East-West RPE/TAP site nfc Intersection Jurisdiction Analysis Year NE 4th Ave & NE 33rd Street 2007 Without Site North/South Street: NE 4th Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjusment Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 T R T Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, Pv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement 0 1,00 0 0 50 0.87 57 27 0.87 31 9 0.80 11 0 28 0.80 35 0 1.00 0 0 7 1 0 Northbound 8 0 0 TR 9 Undivided 0 LT 10 0 Southbound 11 0 0 12 L L T R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHV Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 37 0.60 62 0 0 1.00 0 0 29 0.60 48 0 0 1.00 0 0 0 1.00 0 0 0 1.00 0 0 0 0 0 0 LR 0 0 0 0 0 0 0 0 Control Delay, Queue Length, Level of Service Approach Movement EB 1 WB 4 7 Northbound 8 9 10 Southbound 11 12 Lane Configuration Volume, v (vph) LT 11 LR 110 Capacity, cm (vph) v/c ratio Queue length (95%) Control Delay (s/veh) LOS Approach delay (s/veh) Approach LOS HCS2000TM 1520 947 0.01 0.02 7.4 A 0.12 0.39 9.3 A 9.3 A Copyright ® 2003 University of Florida, All Rights Reserved Version 4.1 d 1 1 1 1 1 TWO-WAY STOP CONTROL SUMMARY General information e lrtforr> tor' Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak APE/TAP Intersection Jurisdiction Analysis Year NE 4th Ave & NE 33rd Street 2007 With Site Project Description Park Lane Towers East/West Street: NE 33rd Street Intersection Orientation East-West Vehicle Volumes and>Adjustnler Major Street Movement 1 5 Eastbound 2 North/South Street: NE 4th Avenue Study Period (hrs): 0.25 3 4 Westbound 5 6 L T R T Volume (vehih) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHV Median type RT Channelized? Lanes 0 1.00 0 0 50 0.87 57 48 0.87 55 9 0.80 11 0 28 0,80 35 0 1.00 0 0 1 0 0 Undivided 0 1 0 0 Configuration TR LT Upstream Signal Minor Street 0 Northbound 0 Southbound Movement 7 8 9 10 11 12 L R T Volume (veh/h) 64 0 29 0 0 0 Peak -hour factor, PHF 0.60 1.00 0.60 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 107 0 48 0 0 0 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service:. Approach EB WB Northbound Southbound Movement 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 11 155 Capacity, cm (vph) 1490 922 v/c ratio 0.01 0.17 Queue length (95%) 0.02 0.60 Control Delay (s/veh) 7.4 9.7 LOS A A Approach delay (s/veh) 9.7 Approach LOS A HCS2000 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d :4) Mle TWO-WAY STOP CONTROL SUMMARY Analyst RPE/TAP Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak Intersection NE 4 Ave & NE 32 Street Jurisdiction Analysis Year 2004 Peak Season Project Description Park Lane Towers East/West Street: NE 32nd Street North/South Street: NE 4 Ave & NE 32 Street Intersection Orientation: East-West Study Period (hrs): 0.25 � {�I�SI�11 I �II I1 `�..,ti".......si°`. R'lsY E d.:.v.., -z .�.'. `. ':.. " ... ,_. 3 L ' . .,.: ..T '..o "S.:e.' Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (vehlh) 64 9 0 0 18 3 Peak -hour factor, PHF 0.66 0.66 1.00 1,00 0.33 0.33 Hourly Flow Rate (veh/h) 97 13 0 0 54 9 Proportion of heavy vehicles, PHv 0 -- — 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 0 0 0 6 0 31 Peak -hour factor, PHF 1.00 1.00 1.00 0.64 1.00 0.64 Hourly Flow Rate (vehlh) 0 0 0 9 0 48 Proportion of heavy vehicles, Priv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR C661 '( etaigiiieu[e .err th,. vet ctf=Servloe -. emi. t Approach EB W8 Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 97 57 Capacity, cm (vph) 1553 972 v/c ratio 0.06 0.06 Queue length (95%) 0.20 0.19 Control Delay (s/veh) 7,5 8.9 LOS A A Approach delay (s/veh) -- -- 8.9 Approach LOS -- -- A HCs2000T M Copyright 0 2003 University of Florida; Ali Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General lrormtion Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak RPE/TAP Site Iormatia intersection Jurisdiction Analysis Year NE 4 Ave & NE 32 Street 2007 Without Site Project Description Park Lane Towers East/West Street: NE 32nd Street North/South Street: NE 4 Ave & NE 32 Street Intersection Orientation East-West Vehicle VOlurxies C fld Adj1 iE tmer Major Street Movement 1 Eastbound 2 Study Period (hrs): 0.25 3 4 Westbound 5 6 T Volume (veh/h) Peak -hour factor, PHF 66 0,66 9 0.66 0 1.00 0 1.00 19 0.33 3 0.33 Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHV 100 0 13 0 0 0 57 9 Median type RT Channellzed? 0 Undivided 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal Minor Street 0 Northbound 0 Southbound Movement 7 8 9 10 11 12 L L T R Volume (veh/h) Peak -hour factor, PHF 0 1.00 0 1.00 0 1.00 6 0.64 0 1.00 32 0.64 Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHV 0 0 0 0 0 0 9 0 0 0 49 0 Percent grade (%) Flared approach Storage 0 0 0 0 RT Channeiized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control • De ay, ueue Length, Level of Service Approach J EB Movement WB Northbound Southbound 4 7 8 9 10 11 12 Lane Configuration 1 LT LR Volume, v (vph) 1 100 58 Capacity, cm (vph) 1 1549 969 v/c ratio 0.06 0.06 Queue length (95%) 0.21 0,19 Control Delay (s/veh) 7.5 9.0 LOS I A A Approach delay (s/veh) Approach LOS NCS2000T M' a A Copyright ® 2003 Unive city of Florida, AR Rights Reserved Version 4,1 d TWO-WAY STOP CONTROL SUMMARY lo General Information to Info Analyst Agency/Co. Date Performed 09/17/2004 Analysis Time Period PM Peak RPEt AP Intersection Jurisdiction Analysis Year NE 4 Ave & NE 32 Street 2007 With Site Project Description Park Lane Towers East/West Street: NE 32nd Street North/South Street: NE 4 Ave & NE 32 Street intersection Orientation East-West Study Period (hrs): 0.25 Vehicle Volumes an Adjustments' Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L L T Volume (veh/h) 93 9 0 0 19 3 Peak -hour factor, PHF 0.66 0.66 1,00 1.00 0.33 0.33 Hourly Flow Rate (veh/h) 141 13 0 0 57 9 Proportion of heavy vehicles, PHv 0 0 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration Upstream Signal Minor Street LT 0 0 TR Northbound Southbound Movement 7 8 9 10 11 12 L T R Volume (veh/h) 0 0 0 6 0 53 Peak -hour factor, PHF 1.00 1.00 1.00 0.64 1,00 0.64 Hourly Flow Rate (veh/h) 0 0 0 9 0 82 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 10 11 12 Lane Configuration LT LR Volume, v (vph) 141 91 Capacity, cm (vph) 1549 975 v/c ratio 0.09 0.09 Queue length (95%) 0.30 0.31 Control Delay (slveh) 7.6 9.1 LOS A A Approach delay (s/veh) 9,1 Approach LOS A HCS2000IM Copyright © 2003 University of Florida, All Rights Reserved version 4,1 d TWO-WAY STOP CONTROL SUMMARY General Ir forrmation Site In orrrmati Analyst Agency/Co. Date Performed 12/09/2004 Analysis Time Period PM Peak RPE/TAP Intersection Jurisdiction Analysis Year NE 33 Street & Site Driveway 2007 With Site Project Description Park Lane Tower East/West Street: NE 33rd Street North/South Street: Site Drvieway Intersection Orientation: East-West Vehicle. Vo titres end =Ad ustmen Major Street Movement 1 Eastbound 2 Study Period (hrs): 0.25 3 4 Westbound 5 6 T R T Volume (veh/h) 0 77 65 27 65 0 Peak -hour factor, PHF 1.00 0.80 0.80 0.80 0.80 1.00 Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHy 0 0 96 81 33 0 81 0 Median type Undivided RT Channelized? 0 0 Lanes 0 0 0 1 0 Configuration Upstream Signal Minor Street 0 Northbound TR LT 0 Southbound Movement 7 8 9 10 11 12 L L T R Volume (veh/h) 58 0 21 0 0 0 Peak -hour factor, PHF 0.80 1.00 0.80 1.00 1.00 1.00 Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHy 72 0 0 0 26 0 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay Queue Length, Levei'of Service. Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 33 98 Capacity, cm (vph) 1411 742 v/c ratio 0.02 0.13 Queue length (95%) 0,07 0.45 Control Delay (s/veh) 7.6 10.6 LOS A 8 Approach delay (s/veh) Approach LOS 10.6 8 HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 d 2411 TIMING DATA FOR 2417 US 1 & NE 29 ST PAT OF NSG G Y R EWP Y R 1 T 75 61 1 4 1 18 4 1 2 T 70 63 1 4 1 16 4 1 3 T 76 61 1 4 1 18 4 1 4 M 75 61 1 4 1 18 4 1 5 M 75 61 1 4 1 18 4 1 6 M103 99 4 4 1 17 4 1 7 M103 99 4 4 1 17 4 1 8 T 2 59 1 4 1 20 4 1 9 T101 90 1 4 1 14 4 1 10 T103 B2 1 4 1 17 4 1 11 T 75 61 1 4 1 18 4 1 12 T 86 59 1 4 1 20 4 1 13 M101 90 1 4 1 14 4 1 16 T 98 84 1 4 1 15 4 1 17 T103 82 1 4 1 17 4 1 18 T101 90 1 4 1 14 4 19 T 0-..30 ...1 4 1 14 4 _ 1. HIT "RETURN" TO CONTINUE (SEC: 3 TYPE: SA) S Y M CYC 90AVG M2 0/3 90PRE AM M2 0/ 9OPOST PM M2 0 90MIAMI ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 90AM PEAK M2 0 115PRE PM PEAK 110AFT M1 0/3 90EARLY NITE M 90AM PEAK M1 115PRE PM PEAK 110MID MORN M2 11ONOON M2 0/3 115PM PEAK M2 0 55DAWN M2 14/2 20 M103 99 4 4 1 17 4 1 130TEST (NOON M 21 T O 30 1 4 1 14 4 1 6 55NITE M2 8/3 22 M 13 71 1 4 1 18 4 1 100MCARTHUR BLO 23 T O 30 1 4 1 14 4 1 6 55LATE NIGHT 1 24 T O 24 1 4 1 14 4 1 7 49RECALL TEST MIN: 20 14 ENTER THE CONTROLLER NUMBER (/ = STOP) 3598 TIMING DATA FOR 3598 US 1 & NE 33 ST PAT OF NSG G Y EWP Y 1 T 30 67 1 4 14 4 2 T 40 66 1 4 15 4 3 T 32 52 5 4 25 4 4 M 30 67 1 4 14 4 5 M 30 67 1 4 14 4 6 M 49 98 11 4 13 4 7 M 49 98 11 4 13 4 8 T 53 61 1 4 20 4 9 T 45 93 1 4 13 4 10 T 49 88 1 4 13 4 11 T 30 67 1 4 14 4 12 T 59 61 1 4 20 4 13 M 45 93 1 4 13 4 16 T 46 88 1 4 13 4 17 T 49 88 1 4 13 4 18 T 38 93 1 4 13 4 19 T 0 30 1 412 4 HIT "RETURN" TO CONTINUE 20 M 49 98 11 4 13 4 130TEST (NOON M 21 T O 3 0 1 4 12 4 6 51NITE M2 8/ 3 22 M 61 73 1 4 18 4 100MCARTHUR BLO 23 T 0 30 1 4 12 4 6 51LATE NIGHT 1 24 T O 24 1 4 12 4 7 45RECALL TEST MIN: 20 12 ENTER THE CONTROLLER NUMBER (/ = STOP) (SEC: 3 TYPE: SA) S Y M CYC 9OAVG M2 0/3 90PRE AM M2 0/ 90POST PM M2 0 90MIAMI ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 90AM PEAK M2 0 115PRE PM PEAK 110AFT M1 0/3 90EARLY NITE M 90AM PEAK M1 115PRE PM PEAK 110MID MORN M2 110NOON M2 0/3 115PM PEAK M2 0 6 51DAWN , I2 APPENDIX C ITE TRIP GENERATION Summary of Trio Generation Calculation . For 138 Dwelling Units of Residential Condominium / Townhouse December 20, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 5.86 3.09 1.00 809 7-9 AM Peak Hour Enter 0.07 0.00 1.00 10 7-9 AM Peak Hour Exit 0.37 0.00 1.00 51 7-9 AM Peak Hour Total 0.44 0.69 1.00 61 4-6 PM Peak Hour Enter 0.35 0.00 1.00 48 4-6 PM Peak Hour Exit 0.17 0.00 1.00 23 4-6 PM Peak Hour Total 0.52 0.75 1.00 '%% AM Pk Hr, Generator, Enter 0.08 0.00 1.00 11 AM Pk Hr, Generator, Exit 0.36 0.00 1.00 50 AM Pk Hr, Generator, Total 0.44 0.68 1.00 61 PM Pk Hr, Generator, Enter 0.33 0.00 1.00 46 PM Pk Hr, Generator, Exit 0.19 0.00 1.00 26 PM Pk Hr, Generator, Total 0.52 0.75 1.00 72 Saturday 2-Way Volume 5.67 3.10 1.00 782 Saturday Peak Hour Enter 0.25 0.00 1.00 35 Saturday Peak Hour Exit 0.22 0.00 1.00 30 Saturday Peak Hour Total 0.47 0.71 1.00 65 Sunday 2-Way Volume 4.84 2.71 1.00 668 Sunday Peak Hour Enter 0.22 0.00 1.00 30 Sunday Peak Hour Exit 0.23 0.00 1.00 32 Sunday Peak Hour Total 0.45 0.70 1.00 62 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 26.4 Th.Gr.Sq.Ft. of General Office Building December 20, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 1.00 291 7-9 AM Peak Hour Enter 1.36 0.00 1.00 36 7-9 AM Peak Hour Exit 0.19 0.00 1.00 5 7-9 AM Peak Hour Total 1.55 1.39 1.00 41 4-6 PM Peak Hour Enter 0.25 0.00 1.00 7 4-6 PM Peak Hour Exit 1.24 0.00 1.00 33 4-6 PM Peak Hour Total 1.49 1.37 1.00 4 J AM Pk Hr, Generator, Enter 1.36 0.00 1.00 36 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 5 AM Pk Hr, Generator, Total 1.55 1.39 1.00 41 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 7 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 33 PM Pk Hr, Generator, Total 1.49 1.37 1.00 39 Saturday 2-Way Volume 2.37 2.08 1,00 63 Saturday Peak Hour Enter 0.22 0.00 1,00 6 Saturday Peak Hour Exit 0.19 0.00 1.00 5 Saturday Peak Hour Total 0.41 0.68 1.00 11 Sunday 2-Way Volume 0.98 1.29 1.00 26 Sunday Peak Hour Enter 0.08 0.00 1.00 2 Sunday Peak Hour Exit 0.06 0.00 1.00 2 Sunday Peak Hour Total 0,14 0.38 1.00 4 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 80 Seats of Quality Restaurant December 07, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 2.86 1.96 1.00 229 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.03 0.16 1.00 2 4-6 PM Peak Hour Enter 0.17 0.00 1.00 14 4-6 PM Peak Hour Exit 0.09 0.00 1.00 7 4-6 PM Peak Hour Total. 0.26 0,52 1,00 21 AM Pk Hr, Generator, Enter 0.11 0.00 1.00 9 AM Pk Hr, Generator, Exit 0.05 0.00 1.00 4 AM Pk Hr, Generator, Total 0.16 0.41 1.00 13 PM Pk Hr, Generator, Enter 0.18 0.00 1.00 14 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 10 PM Pk Hr, Generator, Total 0.30 0.56 1.00 24 Saturday 2-Way Volume 2.81 2.05 1.00 225 Saturday Peak Hour Enter 0.19 0.00 1.00 15 Saturday Peak Hour Exit 0.14 0.00 1.00 11 Saturday Peak Hour Total 0.33 0.58 1.00 26 Sunday 2-Way Volume 2.15 1.78 1.00 172 Sunday Peak Hour Enter 0.15 0.00 1.00 12 Sunday Peak Hour Exit 0.09 0.00 1.00 7 Sunday Peak Hour Total 0.24 0.50 1.00 19 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Pass -By Trips For 80 Seats of Quality Restaurant December 07, 2004 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 0 0 0 7-9 AM Peak Hour Exit 0 0 0 7-9 AM Peak Hour Total 2 0 2 4-6 PM Peak Hour Enter 14 6 8 4-6 PM Peak Hour Exit 7 3 4 4-6 PM Peak Hour Total 21 9 12 Saturday Saturday Peak Hour Enter 15 0 15 Saturday Peak Hour Exit 11 0 11 Saturday Peak Hour Total 26 0 26 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATIQN BY MICROTRANS Summary of Trip Generation Calculation For 40 Seats of High Turnover (Sit -Down) Restaurant December 07, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.83 0.00 1.00 193 7-9 AM Peak Hour Enter 0.24 0.00 1.00 10 7-9 AM Peak Hour Exit 0.23 0.00 1.00 9 7-9 AM Peak Hour Total 0.47 0.70 1.00 19 4-6 PM Peak Hour Enter 0.24 0.00 1.00 10 4-6 PM Peak Hour Exit 0.18 0.00 1.00 7 4-6 PM Peak Hour Total 0.42 0.75 1.00 17 AM Pk Hr, Generator, Enter 0.35 0.00 1.00 14 AM Pk Hr, Generator, Exit 0.25 0.00 1.00 10 AM Pk Hr, Generator, Total 0.60 0.86 1.00 24 PM Pk Hr, Generator, Enter 0.45 0.00 1.00 18 PM Pk Hr, Generator, Exit 0.37 0.00 1.00 15 PM Pk Hr, Generator, Total. 0.82 1.02 1.00 33 Saturday 2-Way Volume 6.21 0.00 1.00 248 Saturday Peak Hour Enter 0.51 0.00 1.00 20 Saturday Peak Hour Exit 0.37 0.00 1.00 15 Saturday Peak Hour Total 0.88 1.07 1.00 35 Sunday 2--Way Volume 5.17 0.00 1.00 207 Sunday Peak Hour Enter 0.36 0.00 1.00 14 Sunday Peak Hour Exit 0.29 0.00 1.00 12 Sunday Peak Hour Total 0.65 0.86 1.00 26 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Pass -By Trips For 40 Seats of High Turnover (Sit -Down) Restaurant December 07, 2004 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 10 0 10 7-9 AM Peak Hour Exit 9 0 9 7-9 AM Peak Hour Total 19 0 19 4-6 PM Peak Hour Enter 10 4-6 PM Peak Hour Exit 7 4-6 PM Peak Hour Total 17 Saturday 4 3 7 6 4 10 Saturday Peak Hour Enter 20 0 20 Saturday Peak Hour Exit 15 0 15 Saturday Peak Hour Total 35 0 35 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATION BY MICROTRANS I f N.E. 33rd STREET__-.—•- I I 1 "' 1 I ifI I I 1 www�vr i 1 411 I! li CI • PRflP.LINE 324S14 L 46. N.E. 32nd STREET, 1 e , Li pnyexeor ,a eeY ,� wN &3T mora Part Lan. 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