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HomeMy WebLinkAboutSubmittal Traffic Impact StudyJuly 2006 • 'Study Location: Herald Plaza at NE 15 Street (City Square Parcel 3) City of Miami TRAFFIC IMPACT STUDY ATEC Advanced Transportation Engineering Consultants Prepared For Residents of Venetian Condominium Venetian Causeway Neighborhood Alliance Venetian Islands Homeowners Association P` Engineer's Certification I Elio R. Espino, certify that I currently hold on active Professional Engineer's License in the State of Florida and am competent through education and experience to provide engineering services in the civil and traffic engineering er' disciplines contained in this report. I further certify that this report was prepared by e., me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT: Traffic Impact Study r, LOCATION: City Square Parcel 3 SUBMITTED INTO THE e- PUBLIC RECORD FOR ITEM ON ii-94 . Elio R. Espino, P,E. e., PE '58341 TABLE OF CONTENTS SECTION PAGE 1. Introduction 1 2. Study Location 1 ," 3. Existing Conditions 1 4. Methodology 2 5. Analysis and Results 2 5.1. Data Collection 3 5.2. Crash Analysis 3 5.2.1. Safety Ratio 3 5.2.2. Summary of Crashes 4 5.3. Trip Generation 8 5.4. Trip Distribution 8 5.5. Level of Service Analysis for Intersections 13 5.6. Level of Service Analysis for Venetian Causeway 14 �.., 5.7. Microsimulation Analysis 15 6. Conclusions and Recommendations 16 LIST OF TABLES r, TABLE PAGE Table 1 Segment Safety Ratio (NE 13th St. to NE 15th St.) 3 Table 2: Crash Summary (2002-2004) Biscayne at NE 13th St. 4 Table 3: Crash Summary (2002-2004) Biscayne at NE 14th St. 4 Table 4: Crash Summary (2002-2004) Biscayne at NE 15th St. 4 j Table 5 City Square -Parcel 3 Generation Analysis (TAZ# 509) 8 Table 6: Committed Projects along Biscayne Boulevard and N. Bayshore Drive 9 Table 7: Intersection Level of Service Criteria 13 Table 8: Summary of LOS at Signalized Intersections (Existing PM Peak) 13 Table 9: Summary of LOS (2010, Committed project and Project Traffic for PM Peak) 14 Table 10 : Existing Level of Service (Venetian Causeway) 14 Table 11 : Existing Level of Service (Venetian Causeway) 15 Li f" Table 12: 95% Percentile Queue Lengths along NE 15 Street 16 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMZie ON „- oR -o` . r^ LIST OF FIGURES Figure 1 Study Location 5 Figure 2 Existing PM Peak Hour Turning Movement Counts 6 r., Figure 3 2010 PM Peak Hour Turning Movement Counts with 2% Growth 7 Figure 4 Parcel 3 Trip Distribution 10 Figure 5 2010 PM Peak Hour with Trips from Area Projects 11 Figure 6 2010 PM Peak Hour Total Trips 12 e" APPENDIX em" Appendix A - Turning Movement Counts Appendix B - 7-Day counts (Venetian Causeway) Appendix C - Trip Generation of Area Projects Appendix D - Signal Timing �• Appendix E - Existing Level of Service (Signalized Intersections) Appendix F - Future Level of Service (Signalized Intersections) Appendix G - Existing Conditions Simtraffic Results Appendix H - Future Conditions Simtraffic Results e o" SUBMITTED INTO THE PUBLIC RECORD FOR (0, ITEM p2. ; ONii.o1.ot., 0 f ww City Square Parcel 3 1. Introduction July 2006 Advanced Transportation Engineering Consultants, Inc was retained by residents of the Venetia Condominium located at 555 NE 15 Street in the City of Miami and the Venetian Causeway Neighborhood Alliance to assess the traffic impacts associated with the proposed development of the City Square Parcel 3. The objective of the study is to assess the impacts of the proposed development on the residents along NE 15' Street and the Venetian Islands. City Square Parcel 3 consists of 554 residential condominium units and 4, 301 square feet of specialty retail'. The project site will be accessed trough a single driveway located between NE 13 Street and NE 14t' Street on Herald Plaza. 2. Study Location The study area defined for the assessment of traffic impacts is 15th Street to the North, NE 13th Street to the South, Biscayne Boulevard to the west and Herald Plaza to the east, and the Venetian Causeway. The study limits include the following intersections: Figure 1 depicts an aerial view of the entire study area. 1. Biscayne Boulevard at NE 13t' Street 2. Biscayne Boulevard at NE 14th Street 3. Biscayne Boulevard at NE 14th Terrace 4. Biscayne Boulevard at NE 15' Street 5. N. Bayshore Drive at NE 13th Street 6. N. Bayshore Drive at NE 14' Street 7. N. Bayshore Drive at NE 14' Terrace 8. N. Bayshore Drive at NE 15th Street 9. Venetian Causeway, San Marino Drive to Island Avenue East 3. Existing Conditions SUBMITTED INTO THE PUBLIC RECORD FOR ITEM;;, ON , The proposed development is located on a narrow portion of Biscayne Bay which is bordered by Biscayne Island on the Venetian Causeway. It is adjacent to NE 15th Street which is classified as a class III arterial, based on the 2000 edition of the Highway Capacity Manual, with a posted speed limit of 30 mph. The land uses in the area are mainly retail and mid -rise residential/ hotel and it includes, in the immediate vicinity, the Miami Performing Arts Center. Traffic going east from the proposed project must enter the Venetian Causeway. The Causeway connects Miami to Miami Beach. The entire length of the Causeway is approximately 2.5 miles and is a residential neighborhood of over 2000 homes, including over 100 single family residences and over 250 condominium residences in Miami, and over 300 single family residences and 1500 condominium residences in Miami Beach. In the late 1980's, the neighborhood convinced the Florida Department of Transportation and Miami -Dade County to maintain the roadway as a residential 1 Source City Miami Planning Department Large Scale Project Report, April 2006. Page 1 t^ City Square Parcel 3 July 2006 street rather than converting it into a highway such as the MacArthur Causeway. Furthermore, The Venetian Causeway is included on the historical register. The Causeway continues to be a two-lane narrow road, with horizontal curves in the Miami portion of the road. The entire road is heavily used by pedestrians, including walkers, joggers and individuals walking baby carriages; bicyclists; and line e"'" skaters. Many homes face the Causeway. r" to, The study area was field reviewed during the afternoon peak hours on Thursday, June 15, 2006. The field review revealed on going construction along Biscayne Boulevard from NE 13' Street to NE 15' Street. This is the area in front of the fe" Performing Arts Center currently under construction. During this time the e"* intersections of NE 14' Street and NE 15' Street and Biscayne Boulevard were under flashing mode operation with flashing yellow for the movements on Biscayne Boulevard and flashing red for the side street movements. Furthermore, the field review revealed high levels of congestion for the westbound movement at the intersection of NE 13th Street and Biscayne Boulevard. This movement is fed by the �•. westbound off ramp from 1-395. 4. Methodology As part of this study a trip generation analysis based on the Institute of Transportation Engineers (ITE), Trip Generation Report, 7th Edition was performed to determine the PM Peak hour directional trips expected to be generated by the proposed development. The distribution of trips to the adjacent street network em, was performed using the project's traffic analysis zone (TAZ) and the current Miami Urban Area Transportation Study (MUATS). In addition to trip generation to'`.and trip distribution/assignment, intersection level of service capacity analysis was performed at each of the intersections within the study area. The level of service analysis was performed for the existing conditions and future conditions with the additional project traffic. This analysis was performed to assess the impacts of project traffic on the arterial and intersection operations. A 2% per annum traffic growth was used for the horizon year analysis. The level of service analysis was performed based on the methodology outlined in the 2000 edition of the Highway Capacity Manual. Furthermore, microsimulation analysis using Simtraffic 6.0 was also performed for the existing and future conditions. Each scenario was run ten times to obtain average results that closely replicate the existing and future conditions. Furthermore, level of service analysis was also performed for a one -mile section of the Venetian Causeway. ,t■* 5. Analysis and Results This section is comprised of seven sub -sections. Sub -section 5.1 describes all of ' data collection activities. A crash analysis is presented ihTs tc tni 2. SUBMITTED INTO THE PUBLIC RECORD FOR section 5.3 describes the trip generation analysis followe y -41444tion 4 11'MIA ■ which details the assignment of vehicles trips to the site and surrounding highway links. Sub -section 5.5 presents the intersection Level of Service (LOS) analysis AMC to - Page 2 °o City Square Parcel 3 July 2006 and impacts of the proposed development and Sub -section 5.6 presents the results A^ of the LOS analysis for the Venetian Causeway. Sub -section 5.7 presents the results of the microsimulation analysis. "^ 5.1. Data Collection Turning Movement Counts were obtained from a recent study: City Square Parcel 3 Major Use Special Permit (MUSP) report by David Plummer and Associates February 2006. These counts were summarized and are presented on Figure 5. Data was also supplemented from a recent report prepared by Cathy Sweetapple /^ and Associates for the City Square MUSP. All of the turning movement counts e, were balanced throughout study area which was used as the primary input variable in the analysis and traffic simulation. Furthermore, 7-day counts on the Venetian Causeway performed by the Miami -Dade County Public Works Department the week of March 6, 2006 were obtained. The average weekday counts show f` 10,617 vehicles per day and 960 vehicles during the PM peak hour. 5.2. Crash Analysis I^ The objective of the crash analysis was to determine if any crash patterns were present at any of the study intersections, i.e. NE 13th Avenue, NE 14t' Avenue, and NE 15' Avenue along Biscayne Boulevard and if the study segment experiences an abnormally high rate of crashes. The crash data obtained included all crashes on the Biscayne Boulevard segment from NE 13' Avenue to NE 15' Avenue for the period from 2002 through 2004; this segment is approximately 1,250 feet long. 5.2.1. Safety Ratio The safety ratio compares the crash rate (actual crash rate) of the study segment with the crash rate of similar segments statewide (critical crash rate). If the actual crash rate is greater than the critical crash rate the study segment is considered a high crash location and therefore traffic safety deficiencies may be present. A 41°` safety ratio calculation was performed for the study segment for the years 2002 through 2004. Table 1 depicts the crash frequency per year, actual and critical crash rates, and the safety ratio for each of the study years. The safety ratios calculated are above one, therefore, the Biscayne Boulevard segment from NE 13' e*". Street to NE 15th Street has experienced an abnormal crash rate for each of the last three years of available crash data. SUBMITTED INTO THE Table 1 Segment Safety Ratio (NE 13th St. to NE 15th St.) Statewide Year Crash Average Crash Actual P)8UC rC ashaRECORD FOR Frequency Crash Rate Rtea i Rate a.., 2002 43 0.529 13.08 2003 40 0.530 9.52 7.01 1.35 2004 39 0.498 9.66 6.74 1.43 (''` ',., /Ci Page 3 City Square Parcel 3 July 2006 5.2.2. Summary of Crashes The three year crash history for each of the intersections along Biscayne Boulevard was summarized by crash type, time of day, injury severity and contributory cause. The crash summary sheets are contained in the appendix. Tables 2 through 4 summarize the three year crash history for each of the study intersections. Table 2: Crash Summary (2002-2004) Biscayne at NE 13th St. Crash Type 2004 3 year Average Percent Rear End Angle Right Turn Sideswipe Pedestrian/Bicycle Backed Into Coll w/Utility Pole Coll w/Parked Car All Other 3 3 0 1 0 1 0 0 7 4 1 0 3 0 0 1 1 8 2 1 1 5 1 0 0 1 2 3.00 1.67 0.33 3.00 0.33 0.33 0.33 0.67 5.67 y�l (TED INTO TH 217 TIM. I C RECORD FOI 2.17% 2:1 ° "f 0 ON 11-ot.a 4.3o/0 36.96% Total 15 18 13 46 100.00% Table 3: Crash Summary (2002-2004) Biscayne at NE 14th St. Crash Type 2002 2003 2004 3 year Percent Average Rear End Head On Angle Left Turn Rigth Turn Pedestrian/Bicycle Sideswipe All Other 4 3 3 0 0 1 0 3 4 0 0 0 1 0 1 5 0 0 3 1 0 0 1 4 2.67 1.00 2.00 0.33 0.33 0.33 0.67 4.00 23.53% 8.82% 17.65% 2.94% 2.94% 2.94% 5.88% 35.29% Total 14 11 9 34 100.00% Table 4: Crash Summary (2002-2004) Biscayne at NE 15th St. Crash Type 2002 2003 2004 3 year Average Percent Rear End Head On Angle Left Turn Sideswipe Tree/Shrub Pedestrian/Bicycle All Other 3 1 3 0 1 0 1 4 4 1 1 1 1 1 2 6 1 1 5 0 0 0 0 5 2.67 1.00 3.00 0.33 0.67 0.33 1.00 5.00 19.05% 7.14% 21.43% 2.38% 4.76% 2.38% 7.14% 35.71% Total 13 17 12 42 100.00% Page 4 2002 2003 12905 SW 42 Street, Suite 209 Miami, Florida 33175 Phone: i305) 480-9938 Fax: (3051480.9964 City Square Parcel 3 Traffic Impact Study `L 113 CO CO N N O)I 4-112 �l4®r212 23Mr 95 —, co Lo 15 - ao rn °o to N oo — L41 4— 93 4J11_, r125 NE 14 Street .J1L®r21 38—JUitr 1307_ 4itr 3379 rnIi t`nn 73 tor10N co — NE 15 Street NE 14 Terrace ` nN L 140 C4 N 4— 153 .J l L r 23 145 _ r 289 —4 co N co c co co IN 34--t 117-4 t to to rn L 143 00 4— 228 .J r 361 t rnCO ct L 10 NN •-49 N Bayshore Drive o 10O L 255 N 4— 581 NE 13 Street .J 1 r- 7 Not to Scale 413 —5. 30 —1 O CO N .- 4— 287 r 9 1r rn co N N .J 145 , 30 - '1 t o CO N CO a. ca ti 0) SUBM1 HE PUBLIC RECORD FOR ITEM+i ONioo4 arc ed Transportation Engineering Consultants 12905 SW 42 St, Suite 209 Miami, FI 33175 Phone: (305) 480-9938 Fax: (305) 480-9964 Figure 2: Existing PM Peak Hour Turning Movement Counts Page 6 (hTA) i_ 125 in a"— 4-124 4..11L r"238 25 J®11r 108 —► 17 - 0 N (0 u7 C) co0)N rr U)N (0co cs)� M r) L° d- t_ 45 MrM 4-102 M L a�138 422 1 1 8 8 —w r) to 36� °)oN. Biscayne Boulevard (f) mN i_158 ao� 4-251 r" 398 4,t Cr) 0 1—LI) N NE 15 Street NE 14 Terrace NE 14 Street co 0) 1 38 130" 4 M(0 l{_ 11 `°Nao 4-55 4_114®4-23 143_ 1tr 63—► (O-N 81 —1 (o N N a) N Bayshore D 0 (0 CO .t.' N- ,1" /1(.A 15 5 mmC� 4— 169 4.14 r- 25 so 3 ill 1 r 258--• 0md- 98'4;' Cow Cr) STOP 0) 282 SUBMITTED '�— 641 NE 13 Street .J l _ i^ 8 (0 d" CO N N. Not to Scale 456 --t° 33 —4 N00 N .J1 HE BLIC RECORD FOR ITEM "'.i, ON n-a.w.. -TEC Transportation Engineering Consultants 12905 SW 42 St, Suite 209 Miami, FI 33175 Phone: (305) 480-9938 Fax: (305) 480-9964 Figure 3: 2010 PM Peak Hour Turning Movement Counts with 2% Growth Page 7 City Square Parcel 3 July 2006 5.3. Trip Generation The methodology outlined in the Institute of Transportation Engineers (ITE), Trip Generation 7th Edition was used to forecast traffic based on the proposed project land use. Afternoon peak hour directional trips where estimated. The trip generation estimates were performed using regression equations for the PM peak periods. As a matter of consistency with MUSPs reports performed for other developments within the study area, a 14.9%, and 10% reduction was applied to the estimated trips to account for transit and pedestrian modes of transportation, respectively. In addition, a 16% reduction to the net external trips was applied to account for the higher vehicle occupancy within Downtown Miami. Table 5 City Square -Parcel 3 Generation Analysis (TAZ# 509) PM Peak Hour Trips eft Land Use Units ITE IN OUT TOTAL Land Use Code itfft % Trips % Trips Trips High Rise Condominium 554 232 62 126 38 77 204 T.. Specialty Retail 4301 814 44 14 56 18 32 A Internalization Specialty Retail 10.0% -2 eft GROSS VEHICLE TRIPS 140 93 234 e`' Vehicle Occupancy Adjustment 16.0% -20 -12 Pr, Transit Trip Reduction 14.9% -19 -12 Pedestrian/Bicycle Trip Generation 10.0% -13 -8 ate' NET EXTERNAL VEHICLE TRIPS 89 62 150 T• Trip generation estimates for the PM peak hour were also performed for committed projects along Biscayne Boulevard and N. Bayshore Drive. The trip generation estimates for each individual project is contained in Appendix B. Table 6 depicts the location, size, and built out year for these projects. ,., 5.4. Trip Distribution The PM peak hour trips generated by the City Square -Parcel 3 development were assigned to the adjacent street network using the cardinal distribution for traffic r► analysis zone (TAZ) 509. Additionally all of the trips generated by projects in en, different stages of development in the vicinity of the proposed development were also distributed throughout the study area. For projects located in other TAZs along Biscayne Boulevard and N. Bayshore Drive only the traffic assigned to these two roads was included in the analysis. SUBMITTEDINTOTHE PUBLIC RECORD FOR AMC ITEMIZIciriON i l-aet- Pk Page 8 City Square Parcel 3 July 2006 Table 6: Committed Projects along Biscayne Boulevard and N. Bayshore Drive Project Number Project Name Land Uses Size Status Build Out TAZ Year 1 Marquis (1100 Biscayne Blvd.) High Rise Condominium Specialty Retail Hotel 334 DUs 5765 SF 48 Rooms Approved 2008 513 2 Marquis West (111 NE 11 Street) High-rise Condominium Specialty Retail Hight -turnover Restaurant 430 DUs 31,000 SF Approved 2009 513 5,100 SF 3 City Square Shopping Center High-rise Condominium Specialty Retail 644,153 SF 985 DUs Preliminary 2009 509 13,675 SF 4 Herald Plaza (Parcel 1) High-rise Condominium Specialty Retail 542 DUs 22,615 SF Application 2010 509 5 1400 & 1490 Biscayne Blvd. High-rise Condominium Specialty Retail Quality Restaurant 1,002 DUs 35,386 SF Approved 2008 512 7,761 SF 6 The Chelsea (1550 Biscayne Blvd) Condominium/Townhouse General Office Specialty Retail 384 Dus 79,988 SF Approved 2009 506 11,848 SF 7 1650 Biscayne Blvd. High-rise Condominium General Office Health Club Quality Restaurant Specialty Retail 824 Dus 49,020 SF 26,600 SF Application 2008 506 1 3,620 SF 13,500 SF 8 Portico (1837 NE 4th Ave.) High-rise Condominium Specialty Retail Existing Apartments 324 DUs 1,000 SF Approved 2008 505 20 DUs 9 Opera Tower (1744 N. Bayshore Dr.) High -Rise Condominium 365 Dus Retail 18,1 1 2 SF Under Construction 2007 505 Hotel De L' Opera 10 1783-95 NE 4th Avenue, 407 NE 17th Terr. Hotel Specialty Retail General Office 400 Rooms 7,000 SF Application 2010 505 45,000 SF 11 Performing Arts Center (1300 & 1 351 Biscayne Blvd.) Entertainment Complex 4,880 Seats Under Construction 2006 509 12 1800 Club (1800 North Bayshore Dr.) High Rise Condominium General Office Specialty Retail 469 Dus 27, 604 SF 4,872 SF Under Construction 2007 505 13 Marina Blue (824 Biscayne Blvd.) 14 900 Biscayne Blvd. High Rise Condominium General Office Specialty Retail High -Rise Condominium General Office Specialty Retail 516 Dus 10,700 SF 29,300 SF 516 Dus 69,204 SF 14, 375 SF Under Construction Under Construction 2007 517 2007 517 ATEC SUBMITTED INTO THE PUBLIC RECORD FOR ITEM r:Zi ONn-u�a -o"peg o`:n NE 15 Street 46 --► NE 14 Terrace r 13 NE 14 Street -t tr 4 --► st co 17 1 m a) 0 a) c 0 Parcel 3 Traffic In: 83 Out: 51 0 4— 28 36 Not to Scale 1 1 r L 28 r 23 Driveway N ca d -a EMITTED INTO THE BUCRECORDFOR NE 13 Street LEGEND Entering Trips xx Exiting Trips . 1 4° 09 ° (V of Cardinal Distribution for TAZ 509 anced Transportation ':nyin Bering Consurtants 12905 SW 42 St, Suite 209 Miami, FI 33175 Phone: (305) 480-9938 Fax: (305) 480-9964 Figure 4: Parcel 3 Trip Distribution Page 10 °) (0 L155 ofrn 4- 1 3 j1L r270 0_t tr 12 — Ncoco 7 7 —4 o ; r` N O NE 15 Street �C) N(pCI' N N .J1L. 178_ 108—► 0 to tr co N (n 0) (n L8 00'7Q) 4-135 jlL r158 111_titr 135—, o(ON 0-4 coo (n r) Biscayne Boulevard (n O(0 .J1 L 43 r 38 NE 13 Street t PUBLIC RECORD FOR. o co NE 14 Terrace NE 14 Street 208 -J 507 —4 t o CO 0 cO N Ncoo .-29 ®•r13 443� ltr 59 —' 'coo 2 5 (0 N Bayshore Drive L 34 4— 70 r 0 �tr (n och N (O Not to Scale 5-4 121 —4 39 -J 59 —4 4- 61 r26 r N (n N 1 M♦— 43 1 �' 7 ITEMT:fi ON (Ira i.o6, :•.;, - 1 Transportation Engineering Consultants 12905 SW 42 St, Suite 209 Miami, FI 33175 Phone: (305) 480-9938 Fax: (305) 480-9964 Figure 5: 2010 PM Peak Hour Committed Trips Page 11 rn co L 308 a— CV 4— 137 IlL +r� 508 25 J Itr 120—' C)N- 94 —4 6) o co ty N c O LC) !L. (•) '-A" L 53 � cn N 4— 237 IJIL. f308 157 tr 240—' mtoN 36-4 � { COcf Biscayne Boulevard NE 15 Street NE 14 Terrace NE 14 Street 0) L 201 co,- 4-330 1 r 546 41t NE 13 Street O) 246 J 637 —4 -oo 4-96 M L r 46 586_0211M 158 —. ONN 106 cn (c3,1 CO O L 1 1 N Bayshore Drive a)O)O to (a .JIL. 338 .J 412 —' 98 t co (0 L 189 4— 267 r 25 itr to 0) co o0 CVrn Not to Scale 4— 378 51 14E;�UBMIIIEB-IPA$�t1E PUBLIC RECORD FOR ITEM Ta.41.1 ON -ot..o Transportation Engineering Consultants 12905 SW 42 St, Suite 209 Miami, Fi 33175 Phone: (305) 480-9938 Fax: (305) 480-9964 Figure 6: 2010 PM Peak Hour Total Trips Page 12 City Square Parcel 3 July 2006 5.5. Level of Service Analysis for Intersections Level of Service Analysis was performed for all of the intersections within the study area, un-signalized and signalized. Table below summarizes the Level of Service (LOS) criteria for un-signalized and signalized intersections. Table 7: Intersection Level of Service Criteria LOS Un-Signalized Intersection (Ave. Control Delay s/veh) Signalized Intersection (Ave. Control Delay s/veh) A B C D E F 0-10 >10-15 >15-25 >25-35 >35-50 >50 0-10 >10 - 20 >20 - 35 >35 - 55 >55 - 80 > 80 Level of Service Analysis was performed for the six signalized intersections within the study area for PM peak hour for the existing and 2010 built out conditions. As shown in Table 7, the study intersections are currently operating at acceptable levels of service during the PM peak hour. That is, these intersections are operating above level of service standard "E" adopted by the City of Miami Neighborhood Comprehensive Development Master Plan (NCDMP). The results of the level of service analysis for the 2010 built -out conditions show a significant degradation in level of service at the study intersections. Table 8 provides a summary of the level of service results for the year 2010 during the PM peak hour. These results indicate a level of service F for the following intersections: Biscayne Boulevard at NE 13' Street, NE 14`h Street, and NE 15`h Street. The intersection of N. Bayshore Drive and NE 14' Street also shows a level of service F during the PM peak hour. Please also note that the eastbound approach at N. Bayshore Drive and NE 15th Street will also operate at level of service "F" during the PM peak hour. These results indicate that most of the intersections within the study area will not meet the City of Miami's level of service standard outlined in the city's NCDMP. Table 8: Summary of LOS at Signalized Intersections (Existing PM Peak) Signalized Intersection Int Approach LOS Approach Delay (s/veh) LOS EB WB NB SB EB WB NB SB Biscayne Boulevard Biscayne Boulevard Biscayne Boulevard N. Bayshore Drive N. Bayshore Drive N. Bayshore Drive at at at at at at NE 13 St NE 14 St NE 15 St NE 13 St NE 14 St NE 15 St C B D E D B B C C C F E D B C B C B D B C B A F B B C 47.9 54.7 27.9 26.7 88.3 78.7 50.7 11.0 20.9 19.8 22.7 13.6 46.0 14.9 29.4 11.1 5.7 83.1 18.8 17.6 22.5 SUBMITTED INTO THE CTEC Page 13 ITEM�1 ON II -bolt City Square Parcel 3 July 2006 Table 9: Summary of LOS (2010, Committed project and Project Traffic for PM Peak) Signalized Intersection Int Approach LOS Approach Delay (s/veh) �., LOS EB WB NB SB EB WB NB SB Biscayne Boulevard at NE 13 St F F F C - 252.4 236.6 28.6 Biscayne Boulevard at NE 14 St F F F F E >400 >400 257.1 55.3 Biscayne Boulevard at NE 15 St F F F F F 298.0 >400 294.1 335.7 r" N. Bayshore Drive at NE 13 St C B - D 11.6 - 50.1 N. Bayshore Drive at NE 14 St F F C B D >400 23.5 16.6 36.6 N. Bayshore Drive at NE 15 St E F C E D 100.9 22.9 79.1 41.2 r 5.6. Level of Service Analysis for Venetian Causeway A planning level analysis was performed for the approximately 1.0 mile segment f^ from San Marino Drive to the intersection of Island Avenue East. This segment was used since is not affected by the operation of the toll. The traffic signals included in this analysis are: 1. San Marino Drive SUBMITTED INTO THE 2. Dilido Drive PUBLIC RECORD 3. Rivo Alto Drive FOR 4. Island Avenue West TE / t?. IS 5. Island Avenue East IVI IVI ON 1 1 - b9-0` The planning level of service analysis was performed using the generalized tables I" contained in the Quality/Level of Service Handbook, 2002 edition published by the Florida Department of Transportation (FDOT). The handbook provides the maximum service volumes for the peak direction during the peak hour for state and non -state arterial roads. The level of service for the study segment was determined by comparing the existing and future PM peak hour traffic volumes r. with the maximum service volumes contained in Table 4-7 of the Quality/Level of Service Handbook, 2002 edition. The threshold values used correspond to an r. arterial class III. This classification was used based on the posted speed, and signal density of this segment. The planning levels of service analysis results indicate t!^ level of service E for the existing and future conditions. However, the estimated f.. volume to capacity ratio (V/C) for the future conditions reaches 0.96 with only 31 vehicles of reserved capacity during the peak hour. These results are shown in Tables 10 and 11, respectively. Table 10 : Existing Level of Service (Venetian Causeway) Existing Directional V/C Segment LOS Threshold Values Segment e, Traffic Volumes (Existing) D E LOS en, San Marino Dr to 681 0.84 660 VPH 810 VPH E Island Ave. East A'' e,., AMC Page 14 e^ r SUBMITTED INTO 3 July 0 Cny Square Parcel�LJBLJC RECORD s t'"' Table 11 : Existing Level of Service (Venetian aFOR !`"°' Future Directional LOS Thres slues LOSegment Segment Traffic Volumes F t�'F'•' Pj' �E Sfi . 0" San Marino Dr 1 ;" 0" to 779 0.96 660 VPH 810 VPH E Island Ave. East rk Please note that these intersections differ from the other intersections studied in rk this report in that these intersections are adjacent to single family residences and the Causeway runs in front of and on the side of many residences, mostly single family. Thus, the impact of traffic on the Causeway is magnified. Furthermore, traffic traveling east on NE 15th Street to the Causeway is affected '' by a drawbridge and a toll plaza. These conditions are not considered as part of the LOS analysis performed since the Highway Capacity Methodology cannot replicate these conditions. We expect that the effect of the drawbridge operation on the increased traffic traveling east on 15`h Street will create long lines of stopped traffic from the bridge westward to Herald Plaza and beyond. It is also anticipated that the Venetian Causeway will experience a 26% increase in traffic by the year 2010, the opening year of the proposed development. This increase is in line with data obtained from Mr. Mike Bauman, Chief of the Causeways Division of the Miami -Dade County Public Works Department which indicates an increase of !" 31% in traffic from June 2002 to June 2005. �.. The drawbridge and the toll booth will compound the effect that the increased traffic traveling westward on the Venetian Causeway to reach the projects will have on traffic operations on the Causeway. This will result in significant traffic congestion. Furthermore, the drawbridge currently opens at will including during peak hours. Though a plan may be instituted by the Coast Guard in 2007 to open the drawbridge only on the half hour except for public vessels and vessels in distress on weekdays from 7 am to 7 pm, it will continue to open at will in the 0 evenings and on weekends. 5.7. Microsimulation Analysis A microsimulation analysis using Simtraffic 6.0 was performed for the study area. f'" The objective of the microsimulation analysis was to more accurately replicate the existing and future traffic operations along the study segment. The model was run ten times for each scenario to obtain average results that closely simulate the typical conditions along the study segment. The results of the PM peak analysis show an average travel speed for eastbound and westbound NE 15 Street of 6 and 7mph, respectively, for the existing conditions. These results indicate a level of pr., service F for this segment of NE 15`h Street. In 2010, both eastbound and westbound average travel speed on NE 15 Street are estimated to be 4 mph with the addition of the project traffic. These results also indicate a level of service F for AMC Page 15 City Square Parcel 3 July 2006 the future condition in year 2010. The Simtraffic results are included as part of the appendix of the report. The microsimulation analysis was also used to estimate the 95th percentile queue on the ap proaches within the study area. These results are shown in Tables 10. The queue length for the through movement in the westbound approach increases from 430 feet to 577 feet. This further impacts the residents on NE 15 Street and Venetian isles. This is the result of the additional project traffic leaving the new facility during the afternoon peak hour. r Table 12: 95% Percentile Queue Lengths along NE 15 Street Existing 2010 Cross Street Eastbound Westbound Eastbound Westbound Left Through Left Through Left Through Left Through Biscayne Blvd 185 185 161 430 212 212 135 577 '., N. Bayshore Drive 122 282 42 104 153 441 48 103 Herald Plaza - 81 25 143 90 49 117 6. Conclusions and Recommendations The results of the level of service analysis performed for the year 2010 or built -out scenario indicate that the level of service criteria outlined in the City of Miami's e. Neighborhood Development Master Plan (NDMP) is not met. The city's adopted concurrency management system requires that a level of service "E" be maintained r•► at the intersections within the study area. The results indicate level of service F at the following intersections: SUBMITTED INTO THE 1. Biscayne Boulevard at NE 13th Street 2. Biscayne Boulevard at NE 14' Street PUBLIC RECORD FOR r., 3. Biscayne Boulevard at NE 15th Street 4. N. Bayshore Drive at NE 14th Streete. ITEM /7 j7 ON , The results of the microsimulation analysis performed indicate a highly congested condition on NE 15' Street from the entrance to the Venetian Causeway to Biscayne Boulevard during the PM peak hour. The level of service estimated for existing and future conditions is F. However, the increase in congestion from existing conditions to future conditions is significant and represents approximately a 33% and 43% in the eastbound and westbound directions, respectively. NE 15' el" Street Street will experience an additional 513 vehicles during the PM peak hour. These results underline the mobility impacts to residents along NE 15th Street as well as residents of the Venetian Islands who use NE 15' Street and the Venetian Causeway as a major travel route. The planning level of service analysis performed for the approximately one -mile segment of the Venetian Causeway from San Marino Street to Island Avenue East AMCPage 16 r City Square Parcel 3 July 2006 shows a level of service E for the existing and future conditions. However, the ;r' future condition reaches 96% of capacity with only 31 vehicles per hour of r• reserved capacity left. Therefore, a minor increase in traffic demand during the PM peak hour will result in significant congestion on the Causeway. Furthermore, the enk future conditions analysis shows an increase in two-way traffic of 218 vehicles per ea, hour during the afternoon peak hour on the Causeway. The impacts to the residents of the Venetian Islands are significant given the lack of alternative routes to access their homes. Please note that a conservative estimate of the traffic increase on the causeway shows a 26% increase at opening year of the proposed development in the year 2010. rs It is also relevant to highlight that the analysis performed represents only typical r, conditions during the PM peak hour. However, consideration should also be given to the impacts during special events such as functions at the Performing Arts Center and the Boat Show. The impacts during these events will be significantly <" greater than during typical conditions during the PM peak hour. efts P` SUBMITTED INTO THE PUBLIC RECORD FOR enk toft ITEML1 ON 11-0 oe. t rs /M EC Page 17 00, e- AMC Advanced Transportation Engineering Consultants e Appendix A e- Turning Movement Counts r- SUBMITTED INTO THE PUBLIC RECORD FOR ITEM _ON_ NE 13TH STREET i BISCAYNE BOULEVARD MIAMI , FLORIDA 1coutrr D BY: LUIS PALOMINO 'wu.I211D SISCAYNE BOULEVARD%US 1 From North TRAFFIC SURVEY SPECIALISTS, INC- 624 GARDENIA TERRACE DELRAY BEACH. FLORIDA 33444 1561) 272-1255 PAX (561) 272-43E1 ALL VEHICLES 6 PEDS S 137E STREET From Neat Site Code 0005017E Start Date: 10/19/05 Pile I.D. : 13SThIBC Page : 2 VeF,c1t Peds Right Thru Left 1 Peds Right Tura Left 1 Peds Right Thru Left i Peds Right Thru Left I Tots': INS 13TH 9TRSLT )SISCAYME BOULEVARD/US I 1Prom Bast . IFrom South I I Date 10/19/05 ------------ Peak Hour Analysis Sy Entire Intersection for the Period: 16-00 to 16:00 on 10/19/05 Peak start 16:30 I 16:30 Volume - 0 904 0 I Percent 0% 100% 06 1 Pk total 904 1 456 Highest 17:1S 1 17:15 Volume 0 237 0 1 Hi total 237 P11F .95 26 26 Imo[ fir] �1�b�+ { 1T 13 lilt CTREEJ 5 0 0 5 0 0 0 0 7 7 7 6 6 132 66 65 0 391 14% 0% 66% 15 0 117 16:30 . 36:30 0 1146 5) - 7 0 0 0% 100% 0% 1 - 1004 0% 0% I 1153 j 7 17:15 16:45 - 0 302 2 I 3 0 0 304 I 3 .95 1 .56 BISCAYNE BOULEVARD/US 1 12 904 904 904 2,117 0 1.,148 65 1,213 • ALL VEHICLES & PEDS Intersection Total 2,520 391 904 7 1,302 BISCAYNE BO 2,455 456 5 65 U w 456 - 0 0 391 391 0 NE 13TH STREET 0 0 0 0 0 SUBMIfl[j INTO THE PUBLIC RECORD FOR � 1 .y M , 0.7 AiAr+t CC* /?. 42.005 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMI ON it-ov«. TRAFFIC SURVEY SPECIALISTS, INC. 0...; NE 14TE STREET 4 BISCAYNE $OULEVARD 624 GARDENIA TERRACE Site Code . 00050276 MIAMI, FLORIDA DELRAY SRACSI, FLORIDA 33444 Start Date, 10/19/05 eiN fX7GRfrRD BY: ISI08O G0NZALAZ (561) 272-3255 FAX (561) 272-4381 File I.D. : 14STHISC %WEED gage , 1 eiN ALL VEIICLES 4 PEDS el BISCAYNE BOULEVARD/us 1 a218 24T11 ST ;BISCAYNE BOULEVARD/VS 1 (NE 1417E ST N.% From North ;From East IFra+ South ;From Neat Vehicle 19.4; Peda Right Thru Lett ?ads Right Thru Lett i pads Right ThrJ left , Pegs Right Thra Left t Total Date 10/1.9/05 16:00 2 4 153 4 0 11 19 20 j 0 19 252 23 1 6 16 4 j 531 14:15 1 4 281 3 0 14 19 18 0 27 258 12 i 2 2 8 3 549 16:30 0 7 201 5 F 2 13 25 23 0 )5 259 8 j 0 8 15 1 t 600 16;45 3 6 106 3 j 0 7 _23 21 1 0 24 280 11 ` 2 1 14 4 583 Nr Thtal 8 21 721 15 j 2 45 86 82 1 0 205 1049 S4 5 20 53 12 t )261 A 17:00 1 3 212 2 I 2 S 23 17 1 1 25 244 $ 1 1 16 5! 564 C 17:15 1 5 224 2 I 3 11 26 16 I 1 18 290 7 1 3 16 6 f 631 17,30 6 4 150 8( 0 6 21 18 t 1 27 303 7 2 1 19 3 567 17;45 0 1 1fj 4 I 2 4 17 19 I 0 19 319 9 t 0 7 15 4; 564 Fm, K2 'Local 8 13 732 16 j 29 67 73 ; 3 99 1146 32 4 12 76 lL [ 2329 'T0TAL` 16 34 1493 31 9 74 173 152 3 204 21.95 65 j 9 32 129 30 4592 to- SUBMITTED INTO THE PUBLIC RECORD FOR 1TEM..fi ON 11.0qb . e.. e.. eft, en% TRAFFIC SURVEY SPECIALISTS, INC #e*' NE 13TH STRUT BISCAYNE BOULEVARD 624 GARDENIA TERRACE Site Code 00050276 MIAMI, FLORID* DELRAY BRACE, FLORIDA 11444 Start Date: /0/19/05 eft• /COUNTED BY: LUIS PALOMINO (561) 272-3255 FAX (561) 272-4181 File 1.D. : 119/7314C WLIZED leige •0.1* ALL VUICLES8 PEDS . ______ .......... . _ ..... ..... _ ......... ...„ ..... _ . egN BISC.ATNE BOULEV)RDJUS 1 1NR 13TH ern= ! BISCAYNE BOULXVARD/US 1 1NE 13174 STREET From North (Prom East (Prom South - !From Nest I eft, 1 1 Vehicle Pede Right Thxu Left I Pads Right Tbru Left I Pada Right Thru Left I Peds Right Thru Lett I Total " Dote 10/19/05 " .--_—_, eft' 16,00 12 0 187 0 1 1 22 0 77 i 0 0 279 2 ( 3 A 0 0 I 570 eft' 16,15 4 ./ 193 0 ! 0 15 0 7S ( C 0 266 1 3 1 0 0 ' 554 163C 5 0 231 0 1 0 26 0 45 1 0 0 279 1 I 0 1 0 0 623 0" .16:45 5 C 209 0 1 0 15 0 45 I 0 0 294 2 1 3 ' 0 608 Hz Total 26 0 820 0 ! 1 78 0 325 I 0 0 1118 6 5 8 0 0 2155 e.. 1700 12 0 227 0 4 9 0 104 I 0 0 273 0 3 1 0 0 614 eft, 17:15 4 0 227 0 1 15 0 117 I 0 0 102 2 1 ; 3 0 5 675 17:10 1 0 170 0 I 1 13 0 94 i 0 0 122 0 0 1 0 0 600 e., 17,45 0 0 160 0 1 9 12 0 71 1 0 0 )19 0 L 0 0 0 570 Nx Total 17 0 402 0 I 6 49 0 386 0 0 1216 2 7 4 7 0 *00TAL. 43 1 1622 0 7 127 0 711 0 0 2334 4 12 12 0 0 4414 e., eft eft eigN e., e.„ SUBMITTED INTO THE e., eft PUBLIC RECORD FOR em. 01.6° ITEM ON ON 11-m4A.. eft eft NE 14TH SWEET 4 BISCAYNE BOULEVARD MIAMI, PLORIDA COUNTED BY: ISIDRO UONEALRZ "B ALI = TRAFFIC SURVEY SPECIALISTS, INC. 624 3ARDEN3A TERRACE DELRAY BRACH. FLORIDA 33444 (561) 272.3255 FAX (561 272-4381 ALL VEHICLES i PEDS Site Coo.. , 00053276 Start Date 10/19/05 Pile T.D. ,. 14ST81SC Page 2 BISCAYNE BOULEVARD/US 1 1NE 14TH ST 1BISCAYNE BOULEVARD/US 1 IRS 14TM ST From North 1Prom Bast 1From South Pro{a Nest 1 j i Vehicle Peds Right Thru Left 1 Peds Right Thru left 1 Peds Right Thru Left J Fords Right Thru Lett 1 Total Date IC i9l05 ... Peak Hour Analysis By Entire intersection for the Period: 16,00 to 18:CC on 10/19/05 Peak start 16,30 Volume Percent eek Pk total S56 Highest 17:15 elk! Volume HI total 231 PHF .93 1 s. 21 823 12 21 96% 14 224 2 5 5 h7L` 14TH ST 34 97 152 ek 21 16 1''` 16 f" 71 r~ 16 rak a 16;30 1 16,30 16:30 39 97 77 1 102 1073 34 ' - 16 71 16 1 184 46% 361 j - 81 894 34 161 691 16% 211 1 1209 i 101 i 16,30 1 16:45 I7:15 13 25 23 1 - 24 280 11 3 26 6 } 63. 1 315 35 ,87 1 .96 .74 BISCAYNE BOULEVARD/US 1 21 21 1 71 103 16 J 4 4 255 8231• 12 823j 12 856 f 1 1,984 16 1, 073 39 1,128 • ALL VEHICLES & PEDS Intersection Total 2,381 77 823 16 916 2,125 • 34 34 398 7 7 r 39 97 213 97 1,209 • 1,073 1, 073 BISCAYNE BOULEVARD/US 1 77 77 12 185 71 102 NE 14TH ST 102 2 102 2 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMT(,ONq_bq.o'. i\kt\ C?t/? 2.0o5 stafro 60 0,04�. Sot rafi t C SUBMITTED INTO THE PUBLIC RECORD FOR ITEM VI/ ON li-of-oa, TRAFFIC SURVEY SPECIALISTS, INC. e N8 15731 STREET 4 BISCAYNE BOULEVARD 624 ()ARMENIA TERRACE Site Code 0005027E MIAMI, FLORIDA DELRAY BEAL7i, MAID& 11444 Start Date: 10/19/05 COUNTED BY: PRANK SANCHEZ (5611 272-3255 FAX (561, 272-4381 File T.D.. , 15S RISC 4ALIZED Page . 1 AL:. VEHICLES 6 PITS BISCAYNE BOULEVARD/US 1 dNE 15TB STREET IBISCAYNE BOULEVARD/US 1 1NE 15TR LTRSCT 00, From North !From Saet 1Froee South !From West 1 i 1 Vehicle � Pado Right Thru Lett ! Peds Right Thru Left 1 Pedal Right Thru Left j Pods Right Thru Left i Total f Date 10/19/05 00, e. tow oak i^ I 1.6e00 5 6 118 36 ! 1 26 26 38 1 17 42 200 12 ( 1 8 21 6 539 16415 6 9 124 38 1 5 32 26 38 1 10 30 211 15 ( 5 /2 28 5 568 16,3C 4 9 169 23 1 3 31 33 40 I 14 28 220 10 1 5 4 23 3 j 593 16145 3 1.1 156 11 4 21 20 34 1 17 32 219 10 1 8 3 19 6 ' 584 Mr Total 18 35 567 128 j 13 110 105 ISO j 38 152 850 47 1 19 27 91 22 2284 17.00 3 14 172 23 j 2 34 27 48 1 17 40 189 4 1 2 1 23 6 (, 581 17:25 4 13 180 33 ( 1 24 29 45 j 2 52 238 8 1 1 4 )0 5 j 659 11,10 3 8 124 32 1 a 20 24 28 1 10 52 208 6 1 3 2 37 3 544 17,45 4 135 38 1 18 29 20 I 7 _10 225 10 j 1 3 32 5 ' 589 Hr Total 12 39 611 1.26 1 8 96 100 141 1 36 723 858 78 1 7 10 172 19 2373 'T3TAL• 29 74 1178 254 i 21 206 205 291 1 94 375 1708 75 1 26 37 213 41 ! 4657 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM'11 ON t 1- Qg _04 r /••• oisa,. HE 1511i STREET 9 BISCAYNE 8OULEVARD KIAMI. FLORIDA F COUNTED BY;. PRJWK SANCHEZ VALIZED 0.4 l e" I ' e" /^ e, TRAFFIC SURVEY SPECIALISTS, INC. 624 QARD@RIA TERRACE D93lRAY BEACH., ?LORIDt 33444 (661) 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 PEDS Site rtdw 0005.)276 Start Date: 10/19/05 File 1.D, 16ETB3SC Page : 2 BISCAYNE BOULEVARD/US 1 INS 1STH STREET I9I9GYNE BOULEVARD/US 1 iNE 1STH STREET From North IFroi East !From South :Prom Nest i f Pods Right Thru Lett j Pads Right Thou Left 1 Peds Right Thru Left ; Pads Right Thru Left Date 10/19/05 .. .__ _.. ._._.... Peak Hour Analysis By Entire Intersection for the Period; 16:00 to 18:00 on 10/19/05 Peek start 16:30 J 16:30 j 16:31 16:.30 Volume 47 677 110 I - 110 109 167 - 172 864 32 1 12 95 22 Percent - 64 414 134 - 281 284 434 I - 164 814 3% t 94 741 178 Pk. total 834 j 386 j 1068 ! 129 Highest 17:15 17:00 17;15 17:16 Volume - 13 180 33 I 34 27 48 - 52 236 8 j 4 30 5 Hi. total 226 109 ? 296 39 PHI> .92 ( .89 ? .90 I .83 BISCAYNE BOULEVARD/US 1 14 47i 677 15TB STREET ti°'' 32 109 188 47 14 47 677 834 22 22 95 95 129 12 12 to"16 ek 16 317 110 22 864 110 110 996 1,830 10 Vehicle Total 10 ( r 110 ALL VEHICLES & PEDS1------ 109 Intersection Total. 2,417 1,924 386 109 763 167 167 377 NE 15TH STREET 1,068 167 32f• 864 677 12 856• 32i 864 BISCAYNE BOULEVARD/US 1 1 110 95 172 172 172 50 50 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMIM_ON it-of-04 . 06`h? c)0 .5"" 17r•rA ...wegie.0 CrePwadt: -5:9"44sco, SUBMITTED INTO THE PUBLIC RECORD FOR ITEM wig+ON II-o1-ek. NE 13TR STREIIT i N DAYS/ORE DRIVE 1QANI, FLORIDA COUNTED BY: BHARIS GONZALEZ NALt ZED TRAPPIC SURVEY BPECIALICTE, INC. 626 GARDENIA TERRACE DSLRAT MACH, FLORIDA 33444 (5611 272-3255 VAX t561.1 272-4381 ALL VEHICLES & PED$ NORTH-MAYNNOR6 DRIVE 1NE 13TE STREET !NORM BAY&HORS DRIVE N6 13TR STREET Site Code 00050276 Start Date) 10/19)05 Pile Z.A. 13STBAYS Page 1 From Worth (Frost, East (Horn South 1From Meat 1 j Vehicle e Pada Right Thru Left ! Pods Right Thru left ( Peda Right Thin Left j Fella Right Thru Left i Total Date10/19/05---'.___.____... ..____. __......._.... .,.._._....-___.._..-._....____.... _... ...�___..-..____..__.._ _.__. ... „,___. ... .... ..__.. 16)00 2 18 49 0 0 80 78 2 i 0 0 0 0 1 0 0 t- i 22? e► 16:15 0 19 58 0 0 73 72 0 3 0 0 0 `. 0 0 0 0 222 16:30 0 30 52 0 0 75 87 21 0 0 0 0 1 1 0 0 0 246 }^ 16:45 0 19 86 0 6 0 59 81 1 '• ' 0 0 1 4 0 0 G 206 llr Total 2 86 205 0 0 247 318 5( 4 0 0 0 1 5 0 0 0( 901 17:00 1 39 48 0 1 70 73 0 1 4 0 0 0 1 2 0 0 0 i 230 t 17:15 0 28 64 D j 1 83 102 D 1 0 0 0 j 0 0 0 0 1 277 17:30 2 34 55 0 1 68 68 0 I 0 0 0 0 j 1 ODD 225 17)45 0 21 65 0 j 0 51 60 1 1 0 0 0 0 1 0 0 D &' 198 Hr Total 3 122 232 0 1 5 272 303 1 1 4 0 0 0;.) 0 0 0 931 ',TOTAL. 5 208 437 0 ( 5 559 621 8 0 0 0 f 8 0 0 0 j 1931 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM ^:'n ON /iof ec. NE 13TH STREET 6 N SAY8:0RE DRIVE MIldNI , n.LIRIl)A COUNTED a SMARM GONZALEZ NALt ZED NORTH BAYSHORT. DR/VS From North TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY REACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 1NE 13TH STREET 1 Prose East ALL VEHICLES 6 PEDS 1NORTH SAYSHORU DRIVE 1From South 1 Peels Right Thru Left 1 Peds Right Thru Left 1 Pods Right Thru. Left Date 10/19/05 ___.__..___..- ____ ..___..____________.__... _. _._. . . ... ,....,.____..- Peak Hour Analysis By Entire Intersection for the Period: 16,00 to 18;00 onr10/19/15 Peak start 16;30 I 16,30 volume 116 210 0 1 - 287 343 3 i Percent 364 644 04 ri _ 45% 541 =SR 1 Pk total 326 633 Highest 17;1.5 i 1?;15 1 Volume 28 64 0 1 83 102 0 1 Hi total 92 ( 1.65 i PHF .89 .86 i e- `+ 13iH STREET elk r" r 0 343 459 116 16,1c t 16,00 0 0 NORTH BAYSHORE DRIVE 1 116 210 1 116 210 326 0 0 0 0 0 0 1 7 7 459 613 Site Code ; 00050276 Start Date: 10/19/05 Pile I.C. 13STRAYS Page 2 3NE 11TH STRHET ;From He.et Pei Right Thru Left. 16;30 0 0 0 j - 0 1 3 04 .C.R 01 S 0► 01 04 0 1 16;00 0 0 0 i 0 0 0 { 0 i [ .0 0 0 287 287 • ALL VEHICLES & PEDS Intersection Total 959 NORTH HAYSHORE DRIVE 633 4 Vehisie Total 4 287 287 343 633 343 3 3 0 NE 13TH STREET 6 6 0 0 0 SUBMITTED INTO THE PUBLIC RECORD FOR 1TEM,,7ON,,o&. N1iAau • rt. ©a /9' po5 Prsi iN D Asi a Goa �it r yr- 64/ MD -r-C•ier P A ig144 D.✓E PM/6'4 Ef. '1 • Po SUBMITTED INTO THE PUBLIC RECORD FOR ITEM1+,1 ON it-q.sc. P^ TRAFFIC SURVEY SPECIAL78TS, INC. WE 14TH STREET 6 91 BAY9ll0RC DRIVE 624 GARDiI13i TERRACE Sate CM. + 00050., 7; DELRAY BEACH, FLORIDA 33444 Start Date, 14 19 05 MIAMI, FLORIDA COUNTED BY: JESUS AUDIFPRp (562) 272-3255 FAX (561) 272.4381 Pile I.O. : i4ST8AY3 Page 1 TALI BBD ALL VEHICLES 6 PROS NORTH H71YSHORE DRIVE. 1108 14TE STREET !NORTH HAYSHORB DRIVE (316 141N STREET From Worth (Pram Remit (Prom 6outh (From Neat t { (. j Vehici5 Pada Right Thru Leff 1 Poch Right Thru Left 1 Pada Right Tfiru Left 1 Pada Right Thru Left i Total Data 10/19/05 .... .___........ ..„__. .___..___. e" 16:00 0 23 S9 0 1 0 4 30 1 ( 0 2 67 14 2 13 12 14 ! 219 16:15 0 19 57 2 1 2 6 21 1 1 0 2, 49 22 I 2 5 17 17 218 16:30 0 26 47 5 + D 5 2b 4 1 3 1 51 11 0 13 23 22.J 277 16e45 1 22 45 j i ,J 4 13 51 0 0 57 73 0 9 14 18 ( 199 Hr Total 1 90 206 9 1 4 19 70 10 ± 3 7 224 59 ; 4 40 66 71 1 871 F 17:00 0 20 S8 1 1 6 5 13 4 1 0 1 E1 19 j 0 - 16 20 j 225 P 17:15 0 25 66 3 1 0 1 11 5 2 76 1 j 0 if 822 240 /� 17:34 1 26 52 7 1 4 2 13 $( 0 1 66 11 1 0 16 6 23 224 (' 1 1 21 59 2( 0 r 14 4 i C 2 53 9 0 24 1 2"7 /� fir Tote] 2 92 235 7 1 10 4 9'3 18 1 0 6 256 50 f 0 50 S0 89 1 93e ealk •T04'AL• 3 182 443 16 1 24 27 123 28 . 1 13 480 109 1 4 90 116 161 i 1787 1^ 1" eft hem, of F' SUBM1TTEDINTOTHE PUBLIC RECORD FOR ITEM Vi; ON 1-0 .ot NE 14TH STREET i M BAY8iiO9E DRIVE MIAMI, FLORIDA COUNTED BY: JESUS AODIFFRED TRAFFIC SURVEY SPECIALISTS. INC. 624 RARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561/ 272-3255 FAX (561) 272-4381 ALL VEHICLES 4 PBD6 NORTH BAYBHDRE DRIVE INT 14TH STREET From North 4Prom Bast Pods Right Thru Taft I Pads Right Date 10/19/05 Site Code 00050276 Start Date = 10/19/05 File I.D. 1497/JAYSS Page Imam BAYSHORE DRIVE INS 14TH STREET jFram South 2From Meet I i d Vehic:e. Thru Left j Pede Right Thru Left ! Pads Right Thru Left T0ta1 Peak Hour Analysis By Entire intersection for the Period: 16:00 co 18(00 on 10/19/05 Peak .tart 19 ;00 1 17:00 j 17,00 Volume 92 235 7 ! - a 53 18 I - Percent 204 70% 24 j 104 674 234 Pk total 314 ; 79 i 312 Highest 17:15 j 17,00 j 17:15 Volume 25 66 3 1 5 13 4 I - 2 Hi. total 94 j 22 89 PRP .89 j .90 j .88 2 14TU STREET 50 53 195 92 89 89 50 NORTH EAYSHORE DRIVE 92 50 189 50 50 0 0 235 ' 92j 235 334 384 687 6 256 50 24 824 16% 76 11 89 256 8 353 • ALL VEHICLES & PEDS Intersection Total 914 18 235 50 303 615 { 142 17,00 50 50 89 26% 264 4I4 189 17:45 11 18 24 53 .89 10 10 8 79 53 312 53 18 18 63 NE 14TH STREET 7 50 6 501 2561• 6 501 256 NORTH EAYSHORE DRIVE 0 0 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM :_iv ON 114 t-oe. Aro rIA 1111111111111111111190.1111111110* womriosiimasommarmeNgammiallaramo Oa' / ?zoos prAudff 13r 0Z-iat,. Co calez SUBMITTED INTO THE PUBLIC RECORD FOR ITEM,',1 ON lPof.os. 11 2S11 ST161T i 1 BMYSBO11 DRIVE NIAE, ILOUDI POINTED BY: CBRIS PRIMA JALI2ID TRA?FIC SUM SPICILLISTS, INC. 624 Al1DUUTA 811AC1 DILLY BIACB, FLORIDA 33444 (561) 272-3255 ?AI (561) 272-4381 ILL VIIICLIS Site Code : O0050276 Start Date: 10/19/05 File I.D.: 158 BAYS Page : 1 1 BITSRORI D11V1 Pros forth light Thru 0Turn Left Date 10/19/05 16:00 36 36 1 22 16:15 37 57 0 28 16:30 65 44 0 33 11 15TR STIIIT Pros last I BATSBOII DRIVE Prow South Right Thru DTurn Left Right Thru DTurn 111 15TB STRIP •!Prot West Lett j Right Thru OTurn Left Total 18 40 0 16 30 45 0 8 33 31 0 9 Br Total 175 167 1 113 17:00 55 39 1 29 17:15 44 41 0 28 17:30 28 45 0 36 17:45 26 }7 0 26 Br Total 153 172 1 119 101 147 0 40 33 34 44 25 136 41 30 43 23 137 0 0 0 8 5 6 0 3 0 I2 11 53 0 23 20 40 0 37 19 44 0 15 24 40 0 16 14 56 1 15 19 27 1 25 11 57 11_, 20 44 0 25 55 210 1 64 83 151 1 103 353 363 373 1412 9 61 0 19 17 36 0 14 36I 22 64 0 20 22 45 0 32 387 30 59 0 13 13 49 0 32 398 22 55 0 12 20 61 0 41 . 36i 83 239 0 64 72 191 0 119 1508 'TOTAL, 328 339 232 I 237 284 0 62 ( 138 449 1 128 Z 155 342 1 222 j 2923 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM TYi ON I!•olos. II 15TH STREE? & I BAYSHOHE DRIT1 NIANI, PLOIIDA "4QIRB0 Bt; CHRIS PEBAL?A DIALIEID TlAPP3C SORVIT SPECIALISTS, IIC, 624 6AIDEIIA TERRACE DELRAT INCH, !LOHIDA 33444 {561) 272-3255 PAI (561) 272-4381 ALL VEHICLES / BA]SH011t DRIVE Prom lorth Right Thru OTnrn Left Date 10/19/05 Site Code : 00050276 Start Date: 10/19/05 Pile 3.0.: 155 317S Page : 2 II 15T1 STREET Pros East light Thru DTurn Left I BATSBORB DRIVE Prom South Right Thru OTurn Left II 15TH STREET Pros Nest Right Thru nun Left Total Peak Hour Analysis By lntire Intersection far the Period: 16:00 to Peak start 17:00 17:00 Volume 153 172 1 119 13i 137 Percent 341 399 0t 279 461 469 Pk total 445 295 Rigbent 17:00 17:30 Volume 55 39 1 29 44 Hi total 124 93 PIP .90 .79 0 • 0 !'"` NE 15TH STREET ea- e- r eb- 64 137 354 153 119 119 191 18:00 on 10/19/05 17:00 0 22 83 239 0 09 71 229 621 01 386 17:15 43 0 6 22 14 0 106 .91 N RAYSHORE DRIVE 153i 1721 • 120 153) 1721 120 -- 445 36 191 382 72 72 0 0 939 119 239 136 494 • ALL VEHICLES Intersection Total 1,508 652 68 64 171 20 17:00 72 191 0 119 199 501 0t 318 382 17:45 20 61 0 41 122 ,78 0 0 136 136 295 137 386 22)• 641 239 172 72 266 641 239 N EAYSHO DRIVE 137 22 22 120 394 191 83 NE 15TH STREET 0 0 L:DINTOTH INTOt _SIC RECORD FOF anew t Lwast -45C-immvilW""wronomaim - 01-itzg.005 tlrxtati Q,T.si'l.ei 6w•rzak= SUBMITTED INTO THE PUBLIC RECORD FOR ITEM tt411; ON i/-41-04 TRAFFIC SURVEY SPIICIALISS, INC, P NE 14TH STRESS 6. HERALD PLAZA 624 OARDIBTA TERRACE MIAMI, PL0RIDA DELRAY BRACiH, FLORIDA 33444 COUNTED BY: BAMANTBA PALOMINO 1561/ 272-3255 FAX (561) 212-4381 SIGNALIZED ALL VEHICLES 1 PEWS f HERALD PLAZA - i neatAISS PLAZA Prof Borth ;Prom East 'Prom South INE 14TH STREET )Prom West Sits Code : 00050216 Start Date 10/19/05 Pile 1.0. 14ST ERA Page 1 Vehicle Pede Right Thru Left ( Pede Right Thru Left ; Pads Right Thru Left ! Pads Right Thru Lett Total Date 10/19/05 - I6:00 8 - 4 0 1 1 0 0 0 0 1 3 0 5 11 1 2 6 0 8 15 16.15 9 6 4 0 1 0 0 0 0 1 4 0 2 7 J 0 7 0 8 1 34 16:30 15 5 5 1 1 0 0 0 0 f 3 0 2 17 2 11 C 7 48 4^ 16:45 20 7 1 0 1 0 0 0, 0 f 1 0 ) 12 , Sr Total 52 22 10 2 1 0 0 0 0 ; 16 0 12 47 1 6 31 ,. 31 15S 17;00 25 4 6 0 0 0 0 0! 5 0 9 18 (s 17 :15 11 3 4 c ; 0 0 0 0! 2 0 3 17 ; G A 11:10 10 2 3 1 a 0 0 0 j 4 0 11 18 '; 3 F' 17:45 1 6 2 0 1 0 0 o c 1 Q 0 1a 12 1 0 Hr Total 50 25 15 i 1 0 0 0 0 1 11 0 32 6S ? 5 •TOTAL.• 102 37 25 3 0 0 0 0 j 27 I^ 5 0 11 52 6 0 40 7 0 4 1 46 10 0 10 ? 29 32 5 196 44 112 1.1 59 0 61 I 343 SUBMITTEDINTOTHE PUBLIC RECORD FOR ITEM' ONii.'oo6s. NE 14TH STREET i HERALD PLAZA MIAM1, FLU.ILIA COUNTED BY: SAMANTHA PALOMINO SIGNALIZED TRAFFIC SURVEY SPECIALISTS, LaC, 624 GARDENIA TERRACE DELAY BEACH., FLORIDA 11444 (561; 272.1255 PAX (561`( 272-4181 ALL VEHICLES i PEDS Site Code 00050276 Start Dote: 10/19/05 Pile T.D. ; 14975lSRA Page 2 HERALD PLAZA 1------------- IHERALD PLAZA OHS 14TH STREET From North )Prom East I Frew South 'From Neat 1 , Vehicle Pads Right Thru Left 1 Pods Right Thru Left I Peds Right Thru Lett 1 Pads Right Thru Lett Tata.l Date 10/19/05 Peak Hour Analysis By Entire Intersection for the Period._ 16:00 to 18:00 on 10/19/05 Peak start 16:30 I 16:30 i 16:30 I 16:20 Volume - 19 16 1 - 0 0 0 1 0 16 64 ( 29 0 13 Percent - 514 444 34 I - 04 04 04 1 04 304 804 474 04 531 Pk total 16 ( 0 #, 80 62 . Highest 16:30 16v00 I 17:00 ( 16:10 Volume - 5 5 I - 0 0 0 1 0 8 18 ! 11 0 7€ Hi total 11 1 0 ( 26 18 PHI, .82 1 .0 I .77 1 .86 HERALD PLAZA 71 19{ 16! 1 71 19! 16! 1 14TH STREET 64 0 83 19 33 33 0 ! 36 85 0 62 29 29 1 6 6 145 33 16 0 49 • ALL VEHICLEES & PEDS Intersection Total 178 0 16 29 45 125 64 64 HERALD PLAZA 80 0 0 0 0 0 0 0 0 1 1 0 0 16(- 0 16 16! 4 16 UBM TIED INTO THE PUBLIC RECORD FOR ITEM d;r ONii-a..,. asollpmor piri�w/fly: 'Io/Pb eFortioaca. Ir.'lt- Si soil; le co, SUBMITTED INTO THE PUBLIC RECORD FOR ITEMr; ON Il-of-ok TRAFFIC SURVEY SPECIALISTS, SEC, Ns isTN STREET A HERALD PLAZA 624 GARDENIA TERRACE Site Cbde : 00050276 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date, 10/19/0S eN COUNTED HYo 8US11N MA1I3W4 (561) 272.3255 PAX (561/ 272-4381 File I.D. : 158TRE8A SI0NALIZED Page : 1 ALL VEHICLES A PEDS C NE 151E STREET 1 HERIU D PIAZP. 1 NE 15TH STREET [ From £M.t Pram South !From Neat F i j 1 Vehicle Other e....- Palo They Lett f Pada Right Lett } Pods Right Thsv 1 Total Total Date 10/19/05 ._.._..,..._........_. ._- i^ 16(00 0 70 4 1 1 8 6 1 0 1 69 I 158 1 r 16:15 2 81 2 1 0 4 6 j 0 5 62 ` 180 2 /►, 16:30 2 75 3 1 4 5 7 1 1 10 45 1 165 7 I 16(45 0 48 1 1 1 5 4 I 6 70 t 142 2 Mx Total 4 274 10 I 6 22 23 1 2 22 294 ) 645 12 S 17,00 1 68 1 1 2 1.1 11 { 2 7 66 ` 164 1 17:15 2 72 1 I 3 6 7 1 0 4 68 3.78 5 17,30 0 72 0 t 3 5 12 1 4 3 111 - 203 7 17(45 7 Al 2 i 7 10 7 9 2 a Pa ' 174 16 Ht Total 10 255 4 , 15 32 37 1 8 17 374 _ 719 33 'T7T8.L' 14 529 14 21 54 60 ' 10 39 668 1)64 45 rik SUBMITTED INTO THE PUBLIC RECORD FOR es. ITEM NI; ON II•oq-o�. r'` HE 15TE STREET 4 HERALD PLAZA NIAi47, FLORIDA ft91.3litEn EY : 8USAN KAL()W8 ' SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TTNRACE DELRAY RRACK, FLORIDA 33444 (561) 272-3255 FAX (541! 272-4381. VEHICLES 4 PHDS NE 15TH STREET !HERALD PLAZA 1NE 15TH STREET 1 From East ;From South (From Meat. 1 j 1 Vehicle Other Pecs Thru Left j Pads Right Left 1 Peds Right Thru` Total Total Date 10/19/05 -• .. -.. ORN Peak Hour Analysis By Entlre Intersection for the Period: 16:00 to 18:00 or, 10/19/05 Peak start 17100 j 17:00 1 17:00 Volume 255 4 - 32 37 1 - 17 374 Percent 98* 24 1 464t 544 1 - 44 95t Pk total 259 1 69 i 391 Highest 17:15 1 17:00 I 17:30 ORN Values 72 1 j 11 11 j '3 111 1 Hi. total 73 { 22 1 114 PHP .69 1 ,76 I .86 es- P i.STN STREET P^ 37 255 292 0.4 683 0 1^ 0 374 e. eft- 374 391 17 17 8 ALL VEHICLES & PEDS Intersection Total 719 90 4 37 0 17 21 37 HERALD PLAZA 665 69 Site Code 00050275 Start Date: 10/19/05 File S.U. 15STH3IRA Page ; 2 10 10 4 4 0 406 374 32 NE 15TH STREET 32 32 15 15 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM 7:Z1 ON IFo9•o6 triN es- ekk - e- e- e- Vis` 04"h? 2005 Prior Oy.Jr1 60r1=o ca. SUBMITTED INTO THE PUBLIC RECORD FOR ITEM,,i'ON lI-ot•o‘. /^ ATEC t Advanced Transportation r^ Engineering Consultants r^ Appendix B Trip Generation of Committed Projects e r SUBMITT ED INTO THE PUBL1CRECORDFOR 1650 Biscayne Boulevard PM Peak Hour Trip Generation Analysis (TAZ# 506) Land Use Units ITE Land Use PM Peak Hour Trips Code IN OUT TOTAL % Trips % Trips Trips High Rise Condominium General Office Health/Fitness Club Quality Restaurant Specialty Retail 824 49020 26600 13620 13500 Internalization 232 710 492 931 814 62 183 38 112 17 9 83 46 51 55 49 53 67 68 33 34 44 24 56 30 296 55 108 102 54 Health/Fitness Club 15.0% -8 Quality Restaurant 15.0 % -5 Specialty Retail 10.0% -3 GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment Transit Trip Reduction Pedestrian/Bicycle Trip Generation NET EXTERNAL VEHICLE TRIPS 16.0% 14.9% 10.0% 340 -31 -29 -19 261 259 598 -25 -24 -16 194 455 Opera Tower (1744 N. Bayshore Drive) PM Peak Hour Trip Generation Analysis (TAZ# 505) PM Peak Hour Trips ITE Land Use Units IN OUT TOTAL Land Use Code % Trips % Trips Trips High Rise Condominium Specialty Retail 635 232 62 143 38 88 231 18112 814 44 29 56 36 65 Internalization Specialty Retail 10.0% -4 GROSS VEHICLE TRIPS 172 121 293 Vehicle Occupancy Adjustment 16.0%. -19 -12 Transit Trip Reduction 14.9% -18 -11 Pedestrian/Bicycle Trip Generation 10.0% -12 -7 NET EXTERNAL VEHICLE TRIPS 124 91 215 .4 C C h Er- .bk:sm rn 0c)® 0 z --Zu. \ C.®o e 73 rn l)))))T)))))-))")))))) ))) ))))) )))))) )) Hotel De L' Opera (1783-95 NE 4th Avenue & 407 NE PM Peak Hour Trip Generation Analysis (TAZ# 17th Terrace) 505) Land Use Units ITE Land Use Code PM Peak Hour Trips IN OUT TOTAL % Trips % Trips Trips Hotel General Office Specialty Retail 400 7000 45000 Internalization 310 49 138 51 144 281 710 17 1 83 7 8 814 44 57 56 73 129 Specialty Retail 10.0% -7 GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment 16.0% Transit Trip Reduction 14.9% Pedestrian/Bicycle Trip Generation 10.0% NET EXTERNAL VEHICLE TRIPS 196 215 411 -22 -24 -21 -22 -14 -15 139 154 293 1800 Club (1800 N. Bayshore Drive) PM Peak Hour Trip Generation Analysis (TAZ# 505) PM Peak Hour Trips ITE Land Use Units Land Use Code IN OUT TOTAL % Trips % Trips Trips High Rise Condominium 469 232 62 108 38 66 175 General Office 27604 710 17 5 83 26 31 Specialty Retail 4872 814 44 15 56 19 33 Internalization Specialty Retail 10.0% -2 GROSS VEHICLE TRIPS 128 109 237 Vehicle Occupancy Adjustment 16.0% -18 -15 Transit Trip Reduction 14.9% -17 -14 Pedestrian/Bicycle Trip Generation 10.0% -11 -9 NET EXTERNAL VEHICLE TRIPS 82 71 153 Marquis (1100 Biscayne Boulevard) PM Peak Hour Trip Generation Analysis (TAZ# 513) PM Peak Hour Trips ITE Land Use Units Land Use Code IN OUT TOTAL % Trips % Trips Trips Hotel 48 310 49 11 51 11 22 High Rise Condominium 334 710 17 1 83 7 8 Specialty Retail 5765 814 44 16 56 20 35 Internalization Specialty Retail 10.0% -2 GROSS VEHICLE TRIPS 28 36 63 Vehicle Occupancy Adjustment 16.0% -2 -3 Transit Trip Reduction 14.9% -2 -3 Pedestrian/Bicycle Trip Generation 10.0% -1 -2 NET EXTERNAL VEHICLE TRIPS 23 28 51 Marquis West (111 NE 11 Street) PM Peak Hour Trip Generation Analysis (TAZ# 513) PM Peak Hour Trips Land Use Units ITE IN OUT TOTAL Land Use Code % Trips % Trips Trips High Rise Condominium 430 232 62 100 38 61 162 High Turn Over (Sit Down) Restaurant 5100 932 61 34 39 22 56 Specialty Retail 31000 814 44 42 56 54 96 Internalization High Turn Over (Sit Down) Restaurant 15.0% -3 Specialty Retail 10.0% -5 GROSS VEHICLE TRIPS 176 128 305 Vehicle Occupancy Adjustment 16.0% -16 -10 Transit Trip Reduction 14.9% -15 -9 Pedestrian/Bicycle Trip Generation 10.0% -10 -6 NET EXTERNAL VEHICLE TRIPS 135 103 238 m c CO co r ' c7 4; 70 so n Z � Z -i • O . o m 17I)1 )77.1 1))1)) ))))11)),1))11))))).)1 )) The Chelsea (1550 Biscayne Boulevard) PM Peak Hour Trip Generation Analysis (TAZ# 512) Land Use Units ITE IN OUT TOTAL Land Use Code % Trips % Trips Trips PM Peak Hour Trips Luxury Condominium/Townhouse 384 233 63 173 37 101 274 General Office 79988 710 17 15 83 74 90 Specialty Retail 11848 814 44 94 56 120 213 Internalization Specialty Retail 10.0% -12 GROSS VEHICLE TRIPS 282 283 565 Vehicle Occupancy Adjustment 16.0% -30 -28 Transit Trip Reduction 14.9% -28 -14 Pedestrian/Bicycle Trip Generation 10.0% -19 -18 NET EXTERNAL VEHICLE TRIPS 205 224 429 C C m W w rr mm c) zoz - -I 0o T� • o= .; m 1 1) 1') 1 1 1) )) l) ) 1 1 1 1 1 ) 1 1) ) 1)) Marina Blue (824 Biscayne Boulevard) PM Peak Hour Trip Generation Analysis (TAZ# 517) Land Use Units ITE PM Peak Hour Trips Land Use Code IN OUT TOTAL % Trips % Trips Trips High Rise Condominium General Office Specialty Retail 516 10700 29300 Internalization 232 710 814 62 118 38 73 17 2 83 10 44 40 56 51 191 12 92 Specialty Retail 10.0% -5 GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment Transit Trip Reduction Pedestrian/Bicycle Trip Generation NET EXTERNAL VEHICLE TRIPS 16.0% 14.9% 10.0% 161 129 290 -19 -13 -18 -12 -12 -8 112 95 207 m c CO CO r31c5 m O zi m z C7 O73 a 0 = TJ m 900 Biscayne Boulevard PM Peak Hour Trip Generation Analysis (TAZ# 517) PM Peak Hour Trips ITE Land Use Units Land Use Code IN OUT TOTAL % Trips % Trips Trips High Rise Condominium 516 232 62 118 38 73 191 General Office 69204 710 17 13 83 64 78 Specialty Retail 14375 814 44 9 56 31 41 Internalization Specialty Retail 10.0% -3 GROSS VEHICLE TRIPS 141 165 306 Vehicle Occupancy Adjustment 16.0% -21 -22 Transit Trip Reduction 14.9% -20 -20 Pedestrian/Bicycle Trip Generation 10.0% -13 -14 NET EXTERNAL VEHICLE TRIPS 87 109 196 C C CO CO rife/ C) 'Zit mM o n ZOz CD co X r= ))))) ))))))))) )))))"))))))))))))))))))) Portico (1837 NE 4th Avenue) PM Peak Hour Trip Generation Analysis (TAZ# 505) Land Use Units ITE Land Use Code High Rise Condominium Specialty Retail Existing Apartments 516 14375 20 Internalization 232 814 220 PM Peak Hour Trips IN OUT TOTAL % Trips % Trips Trips 62 118 38 73 44 9 56 31 65 -19 35 -10 191 41 -29 Specialty Retail 10.0 % -3 GROSS VEHICLE TRIPS Vehicle Occupancy Adjustment Transit Trip Reduction Pedestrian/Bicycle Trip Generation NET EXTERNAL VEHICLE TRIPS 16.0% 14.9% 10.0% 109 91 200 -19 -12 -18 -11 -12 -7 61 61 122 m73 C/3 C C - W(33 .� xi m Q rn n Z ® !:44: o ® _ M r es- e- MEC p^ Advanced Transportation Engineering Consultants r Appendix C Signal Timing SUBMITTED INTO THE PUBLIC RECORD FOR ITEM ON . eik 0 2361 N BAYSHORE & NE 13 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4 TIME PT OFF SW F Y WW F G Y S Y M CYC MIN: 8 10 19 2 0 5 0 8 10 9 7 19 2 4 6 S4NIGHT 2/ 530 4 21 20 10 4 7 19 18 4 7 82AVG 0/3 700 1 21 24 10 4 7 19 12 4 80AM PEAK 900 4 21 20 10 4 7 19 18 4 7 82AVG 0/3 1100 2 23 24 10 4 7 19 12 4 80MID-DAY 1400 4 21 20 10 4 7 19 18 4 7 82AVG 0/3 "^ 1600 3 24 20 10 4 7 19 16 4 80PM PEAK 1900 4 21 20 10 4 7 19 18 4 7 82AVG 0/3 2200 6 21 20 10 4 7 19 18 4 7 82AVG 0/3 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) eN e. emh 2362 US 1 6 NE 13 ST TIMING FOR DAY # 4 (SECTION 3) TIME PT OFF NSG G Y R WP Y R NIY S Y M CYC e^ MIN: 45 12 7 0 11 40 49 1 4 1 20 4 1 7 3 90EARLY NI r'` 15 21 40 49 1 4 1 20 4 1 7 3 6 90NITE M2 115 23 0 45 1 4 1 12 4 1 7 3 6 78LATE NIG 500 19 0 50 1 4 1 12 4 1 7 3 6 83DAWN M2 545 1 40 49 1 4 1 20 4 1 7 3 90AVG M2 0 615 2 46 49 1 4 1 20 4 1 7 3 90PRE AM M 745 12 62 49 1 4 1 20 4 1 7 3 90AM PEAK ew 845 16 53 70 1 4 1 19 4 1 7 3 110MID MORN 1200 17 12 70 1 4 1 19 4 1 7 3 110NOON M2 1345 10 12 70 1 4 1 19 4 1 7 3 110AFT M1 0 4I* 1545 9 107 75 1 4 1 19 4 1 7 3 115PRE PM P 1630 18 107 75 1 4 1 19 4 1 7 3 115PM PEAK "� 1800 3 34 49 1 4 1 20 4 1 7 3 90POST PM 1900 1 40 49 1 4 1 20 4 1 7 3 90AVG M2 0 erk 2130 11 40 49 1 4 1 20 4 1 7 3 90EARLY NI ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) PAGE 4 2366 N BAYSHORE 6 NE 14 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4 TIME PT OFF NSW F Y R EWW F G Y R NSL Y S Y M CYC IA MIN: 14 9 11 1 5 6 80NIGHT 2/ 0 5 0 29 9 4 1 7 11 1 9 1 10 3 530 4 20 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3 700 1 20 29 9 4 1 7 11 11 4 1 10 3 7 90AM PEAK 900 n 20 29 9 n 1 7 11 11 n 1 �n o 7 90AVG 0/3 7 90MID-DAY ele: 1100 2 21 29 9 4 1 7 11 11 4 1 10 3 1400 4 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3 1600 3 2320 29 9 4 1 7 11 11 4 1 10 3 7 90PM PEAK 1900 4 20 29 9 4 1 7 11 11 4 1 10 3 7 90AVG 0/3 2200 6 20 29 9 4 1 7 11 1 4 1 10 3 6 80AVG 0/3 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) SUBMITTED INTO THE PUBLIC RECORD FOR ITEM]oNfl.,Df•or.. 2367 US 1 & NE 14 ST TIMING FOR DAY # 4 (SECTION 3) PAGE 4 TIME PT OFF NSW F Y R EWW F G Y S Y M CYC MIN: 14 6 12 1 0 11 30 55 6 4 1 7 12 1 4 90EARLY NI 15 21 30 55 6 4 1 7 12 1 4 90NITE M2 115 23 0 24 6 4 1 7 12 1 4 7 59LATE NIG 500 19 0 24 6 4 1 7 12 1 4 7 59DAWN M2 545 1 30 55 6 4 1 7 12 1 4 90AVG M2 0 615 2 27 50 6 4 1 7 12 6 4 90PRE AM M 745 12 36 55 6 4 1 7 12 1 4 90AM PEAK 845 16 5 75 6 4 1 7 12 1 4 110MID MORN 1200 17 6 75 6 4 1 7 12 1 4 110NOON M2 1345 10 6 75 6 4 1 7 12 1 4 110AFT M1 0 1545 9 7 80 6 4 1 7 12 1 4 115PRE PM P 1630 18 7 80 6 4 1 7 12 1 4 115PM PEAK 1800 3 28 55 6 4 1 7 12 1 4 90POST PM 1900 1 30 55 6 4 1 7 12 1 4 90AVG M2 0 2130 11 30 55 6 4 1 7 12 1 4 90EARLY NI ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 2380 N BAYSHORE & NE 15 ST TIMING FOR DAY # 4 (SECTION 161) PAGE 4 TIME PT OFF NSW F Y R EWL Y EWW F G Y R NSL Y S Y M CYC MIN: 8 11 5 17 1 5 0 5 0 10 11 4 1 0 0 7 17 1 4 2 0 0 6 7 57NIGHT 2/ 530 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 700 1 0 12 11 4 1 7 3 7 17 1 4 2 8 3 80AM PEAK 900 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 1100 2 13 11 11 4 1 7 3 7 17 1 4 2 9 3 80MID-DAY 1400 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 1600 3 17 12 11 4 1 6 3 7 17 1 4 2 9 3 80PM PEAK 1900 4 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 2200 6 0 14 11 4 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 2381 US 1 & NE 15 ST TIMING FOR DAY # 4 (SECTION 3) PAGE 4 TIME PT OFF NSW F Y R WL Y EWW F G Y R NSL Y S Y M CYC MIN: 7 6 5 11 1 5 0 11 7 45 6 4 1 7 3 7 11 1 4 1 0 0 4 90EARLY NI 15 21 0 22 6 4 1 5 3 7 11 1 4 1 0 0 4 7 65NITE M2 115 23 0 22 6 4 1 5 3 7 11 1 4 1 0 0 4 7 65LATE NIG 500 19 3 47 6 4 1 5 3 7 11 1 4 1 0 0 4 8 90DAWN M2 545 1 36 45 6 4 1 7 3 7 11 1 4 1 0 0 4 8 90AVG M2 0 615 2 35 45 6 4 1 12 3 7 6 1 4 1 0 0 4 8 90PRE AM M 745 12 42 45 6 4 1 15 3 7 3 1 4 1 0 0 4 8 90AM PEAK 845 16 18 62 6 4 1 15 3 7 6 1 4 1 0 0 4 8 110MID MORN 1200 17 6 65 6 4 1 12 3 7 6 1 4 1 0 0 4 8 110NOON M2 1345 10 6 65 6 4 1 12 3 7 6 1 4 1 0 0 4 8 110AFT M1 0 1545 9 2 65 6 4 1 12 3 7 11 1 4 1 0 0 4 8 115PRE PM P 1630 18 7 65 6 4 1 12 3 7 11 1 4 1 0 0 4 8 115PM PEAK 1800 3 7 45 6 4 1 12 3 7 6 1 4 1 0 0 4 8 90POST PM 1900 1 36 45 6 4 1 7 3 7 11 1 4 1 0 0 4 8 90AVG M2 0 2130 11 7 45 6 4 1 7 3 7 11 1 4 1 0 0 4 90EARLY NI ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) SUBMITTED INTO THE PUBLIC RECORD FOR ITEM :a i ON tI•o9-1*. Advanced Transportation r Engineering Consultants esN Appendix D Existing Level of Service ,o‘ (Signalized Intersections) r SUBMITTED INTO THE PUBLIC RECORD FOR � ONITEM ,� �►�/1-of$. e- HCM Signalized Intersection Capacity Analysis 3: NE 15 Street & Biscayne Boulevard 6/17/2006 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 0.99 1.00 0.94 1.00 0.97 1.00 0.99 Flpb, ped/bikes 0.99 0.98 1.00 0.97 1.00 1.00 1.00 Frt 0.98 1.00 0.92 1.00 0.98 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1484 1449 1356 1441 2795 1481 2909 Fit Permitted 0.92 0.44 1.00 0.24 1.00 0.08 1.00 Satd. Flow (perm) 1370 670 1356 365 2795 120 2909 Volume (vph) 22 95 15 209 109 110 46 1253 249 110 849 47 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 103 16 227 118 120 50 1362 271 120 923 51 RTOR Reduction (vph) 0 4 0 0 32 0 0 15 0 0 3 0 Lane Group Flow (vph) 0 139 0 227 206 0 50 1618 0 120 971 0 Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50 Turn Type Perm pm+pt Perm Perm Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 19.0 34.0 34.0 71.0 71.0 71.0 71.0 Effective Green, g (s) 20.0 35.0 35.0 72.0 72.0 72.0 72.0 Actuated g/C Ratio 0.17 0.30 0.30 0.63 0.63 0.63 0.63 Clearance Time (s) 5.0 3.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 238 278 413 229 1750 75 1821 e' v/s Ratio Prot c0.08 0.15 0.58 0.33 r, v/s Ratio Perm 0.10 c0.17 0.14 c1.00 v/c Ratio 0.58 0.82 0.50 0.22 0.92 1.60 0.53 o" Uniform Delay, d1 43.7 36.6 32.8 9.3 19.1 21.5 12.1 {, Progression Factor 1.00 1.00 1.00 0.72 1.05 1.00 1.00 Incremental Delay, d2 10.1 22.6 4.3 0.7 3.9 323.4 1.1 f'• Delay (s) 53.7 59.2 37.1 7.4 23.9 344.9 13.2 Level of Service D E D A C F B Approach Delay (s) 53.7 47.9 23.4 49.6 I" Approach LOS D D C D Intersection Summary 111 HCM Average Control Delay 36.5 HCM Level of Sz,:vice D HCM Volume to Capacity ratio 1.34 t- Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 136.5% ICU Level of Service H e` Analysis Period (min) 15 e" c Critical Lane Group SUBMITTED INTO THE 0.. r PUBLIC RECORD FOR .... 1-TEM ON Existing PM Peak Hour with Total Trips 6/15/2006 Baseline _ cynrhrn A Rbport .` ATEC Page 1 HCM Signalized Intersection Capacity Analysis 13: NE 14 Street & Biscayne Boulevard 6/17/2006 Movement EBL EBT EBR WBL WET WBR NBL NBT NBR SBL SBT SBR Lane Configurations r" Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 ,06` Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 /" Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.96 1.00 0.99 1.00 0.99 r' Flpb, ped/bikes 0.92 1.00 0.92 1.00 0.97 1.00 1.00 1.00 er, Frt 1.00 0.96 1.00 0.95 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 +r'" Satd. Flow (prot) 1367 1439 1358 1435 1443 2902 1481 2934 to, Flt Permitted 0.53 1.00 0.59 1.00 0.22 1.00 0.05 1.00 Satd. Flow (perm) 764 1439 840 1435 338 2902 75 2934 Volume (vph) 33 77 32 121 90 40 82 1798 150 30 1014 29 Peak -hour facior, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 84 35 132 98 43 89 1954 163 33 1102 32 e- RTOR Reduction (vph) 0 13 0 0 14 0 0 5 0 0 2 0 Lane Group Flow (vph) 36 106 0 132 127 0 89 2112 0 33 1132 0 Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50 ,f"' Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 r Permitted Phases 4 8 2 6 ri* Actuated Green, G (s) 19.0 19.0 19.0 19.0 86.0 86.0 86.0 86.0 Effective Green, g (s) 20.0 20.0 20.0 20.0 87.0 87.0 87.0 87.0 r Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.76 0.76 0.76 0.76 ,i.. Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 133 250 146 250 256 2195 57 2220 `' v/s Ratio Prot 0.07 0.09 c0.73 0.39 r" v/s Ratio Perm 0.05 c0.16 0.26 0.44 v/c Ratio 0.27 0.42 0.90 0.51 0.35 0.96 0.58 0.51 Uniform Delay, d1 41.2 42.4 46.6 43.0 4.6 12.5 6.1 5.6 00. Progression Factor 1.00 1.00 1.00 1.00 0.23 0.33 1.16 0.68 Incremental Delay, d2 4.9 5.2 52.5 7.2 1.5 6.3 30.4 0.7 P" Delay (s) 46.1 47.5 99.0 50.2 2.6 10.4 37.4 4.5 Level of Service D D F D A B D A Approach Delay (s) 47.2 73.8 10.0 5.4 Approach LOS D E B A r. Intersection Sure �mary HCM Average Contro' Dele\; 14.7 HCM Level of Service B HCM Volume to Capacity ratio 0.95 P"+ Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 112.9% ICU Level of Service H f` Analysis Period (min) 15 r. c Critical Lane Group 0 U B M I TT E D INTO THE r ,..., PUBLIC RECORD FOR ,... ITEM 7:,,, CAN 1"41"r" Existing PM Peak Hour with Total Trips 6/15/2006 Baseline -SynchrQ6,F report r" ATEC Page 2 f• HCM Signalized Intersection Capacity Analysis 16: NE 15 Street & N Bayshore Drive 6/17/2006 Movement EBL EBT Lane Configurations Ideal Flow (vphpl) 1900 1900 Lane Width 11 11 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 1.00 0.98 Flpb, ped/bikes 0.97 1.00 Frt 1.00 0.96 Flt Protected 0.95 1.00 Satd. Flow (prof) 1430 1460 Flt Permitted 0.62 1.00 Satd. Flow (perm) 940 1460 Volume (vph) 141 227 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph) 153 247 RTOR Reduction (vph) 0 17 Lane Group Flow (vph) 153 323 Confl. Peds. (#/hr) 50 Turn Type pm+pt Protected Phases 7 4 Permitted Phases 4 Actuated Green, G (s) 31.0 25.0 Effective Green, g (s) 32.0 27.0 Actuated g/C Ratio 0.40 0.34 Clearance Time (s) 3.0 6.0 Lane Grp Cap (vph) 407 493 v/s Ratio Prot c0.02 c0.22 v/s Ratio Perm 0.13 v/c Ratio 0.38 0.65 Uniform Delay, d 1 16.3 22.5 Progression Factor 1.00 1.00 Incremental Delay, d2 2.6 6.6 Delay (s) 18.9 29.2 Level of Service B C Approach Delay (s) 26.0 Approach LOS C In•c''section Si,mmary 4- EBR WBL WBT WBR SBL SBR 1900 1900 12 11 4.0 1.00 1.00 0.99 1.00 0.95 1463 0.38 592 86 22 0.92 0.92 93 24 0 0 0 24 50 50 pm+pt 3 8 31.0 32.0 0.40 3.0 291 0.01 0.03 0.08 15.1 1.00 0.6 15.6 B 1900 11 4.0 1.00 1.00 1.00 1.00 1.00 1559 1.00 1559 149 0.92 162 0 162 1900 11 1.00 0.91 1.00 0.85 1.00 1212 1.00 1212 136 0.92 148 98 50 50 1900 11 4.0 1.00 1.00 0.98 1.00 0.95 1457 0.36 552 120 0.92 130 0 130 50 1900 11 4.0 0.88 1.00 1.00 0.85 1.00 2333 1.00 2333 172 0.92 187 127 242 50 Perm pm+pt 8 1 6 8 6 25.0 25.0 32.0 23.0 27.0 27.0 32.0 24.0 0.34 0.34 0.40 0.30 6.0 6.0 3.0 5.0 526 409 311 700 0.10 c0.04 0.10 0.04 0.13 0.31 0.12 0.42 0.35 19.6 18.3 16.0 21.9 1.00 1.00 1.00 1.00 1.5 0.6 4.1 1.3 21.1 18.9 20.1 23.2 C BCC 19.7 22.4 B C SBR2 NEL2 NEL NER 1900 1900 1900 1900 12 11 11 12 4.0 4.0 1.00 0.97 1.00 0.97 0.97 1.00 1.00 0.97 0.95 0.96 1440 2758 0.44 0.96 674 2758 167 70 386 83 0.92 0.92 0.92 0.92 182 76 420 90 0 0 23 0 0 76 487 0 50 50 50 50 pm+pt 5 2 2 32.0 32.0 0.40 3.0 346 0.02 0.07 0.22 15.3 1.00 1.5 16.7 B 23.0 24.0 0.30 5.0 827 c0.18 0.59 23.8 1.00 3.1 26.9 C 25.6 C HCM Average Control Delay. HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 23.8 0.58 80.0 74.5% 15 Existing PM Peak Hour with Total Trips 6/15/2006 Baseline ATEC HCM Level of Service Sum of lost time (s) ICU Level of Service C 16.0 D LtITTED itO THE PUBLIC RECORD FOR !TEC:in ON "f.oc ,o^ Page 3 HCM Signalized Intersection Capacity Analysis 18: NE 14 Street & N Bayshore Drive 6/17/2006 f t P 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 11 11 12 11 12 11 11 12 11 11 11 total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) 4.0 1.00 1.00 0.95 1.00 0.97 1428 0.74 1096 4.0 1.00 0.91 1.00 0.85 1.00 1200 1.00 1200 4.0 0.95 0.99 0.99 0.98 0.99 2791 0.87 2471 4.0 1.00 1.00 0.97 1.00 0.95 1442 0.54 818 4.0 0.95 1.00 1.00 1.00 1.00 2956 1.00 2956 4.0 1.00 1.00 0.96 1.00 0.95 1426 0.62 926 4.0 1.00 1.00 1.00 1.00 1.00 1559 1.00 1559 4.0 1.00 0.91 1.00 0.85 1.00 1200 1.00 1200 Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vpi) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d 1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 126 55 71 20 48 10 49 0.92 0.92 0.92 0.92 0.92 0.92 0.92 137 60 77 22 52 11 53 0 0 51 0 7 0 0 0 197 26 0 78 0 53 50 50 50 50 50 Perm Perm Perm pm+pt 4 8 5 4 4 8 2 29.0 29.0 29.0 48.0 30.0 30.0 30.0 48.0 0.33 0.33 0.33 0.53 5.0 5.0 5.0 3.0 365 400 824 499 c0.01 c0.18 0.02 0.03 0.05 0.54 0.06 0.09 0.11 24.4 20.4 20.6 10.3 1.00 1.00 1.00 1.00 5.6 0.3 0.2 0.4 30.0 20.7 20.9 10.7 C C C B 27.4 20.9 C C 197 0.92 214 1 215 2 38.0 39.0 0.43 5.0 1281 0.07 0.17 15.6 1.00 0.3 15.9 B 14.9 B 2 0.92 2 0 0 50 7 230 143 0.92 0.92 0.92 8 250 155 0 0 88 8 250 67 50 50 pm+pt Perm 1 6 6 6 48.0 38.0 38.0 48.0 39.0 39.0 0.53 0.43 0.43 3.0 5.0 5.0 544 676 520 0.00 c0.16 0.01 0.06 0.01 0.37 0.13 9.9 17.2 15.3 1.00 1.00 1.00 0.0 1.6 0.5 9.9 18.8 15.8 A B B 17.5 B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 19.7 0.40 90.0 64.2% 15 HCM Level of Service B Sum of lost time (s) 12.0 ICU Level of Service C Existing PM Peak Hour with Total Trips 6/15/2006 Baseline ATEC RED INTO THE PUBLIC RECORD FOR ITEM ON I101.Ob act u-e-Report Page 4 HCM Signalized Intersection Capacity Analysis 20: NE 13 Street & Biscayne Boulevard 6/17/2006 Movement EBL EBT EBR Lane Configurations Ideal Flow (v spite l) 1900 1900 1900 Lane Width 10 10 10 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 0 0 0 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 0 Confl. Peds. (#/hr) 50 50 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Rzjtio Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) 0.0 Approach LOS A Intersection Summary WBL WBT WBR NBL NBT NBR SBL +if 1900 1900 1900 1900 1900 1900 1900 10 10 10 11 11 11 11 4.0 4.0 4.0 4.0 4.0 0.91 0.91 1.00 1.00 0.95 1.00 1.00 0.88 1.00 1.00 0.89 0.95 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1161 2553 1129 1481 2963 0.95 0.98 1.00 0.18 1.00 1161 2553 1129 281 2963 350 221 139 193 1891 0 0 0.992 0.92 0.92 0.92 0.92 0.92 0.92 380 240 151 210 2055 0 0 0 0 19 0 0 190 430 132 210 2055 50 50 50 Perm Perm pm+pt 8 5 2 8 8 2 19.0 19.0 19.0 86.0 86.0 20.0 20.0 20.0 87.0 87.0 0.17 0.17 0.17 0.76 0.76 5.0 5.0 5.0 3.0 5.0 202 444 196 275 2242 0.04 c0.69 0.16 0.17 0.12 0.54 0.94 0.97 0.67 0.76 0.92 46.9 47.2 44.4 8.0 11.1 1.00 1.00 1.00 1.00 1.00 49.5 35.5 17.0 18.1 7.4 96.4 82.7 61.4 26.0 18.5 F F ECB 81.9 19.2 F B 0 0 0 0 50 50 1 4' SBT SBR j 1900 1900 11 10 4.0 4.0 0.95 1.00 1.00 0.88 1.00 1.00 1.00 0.85 1.00 1.00 2963 1129 1.00 1.00 2963 1129 1086 78 0.92 0.92 1180 85 0 21 1180 64 50 Perm 6 6 76.0 76.0 77.0 77.0 0.67 0.67 5.0 5.0 1984 756 0.40 0.06 0.59 0.08 10.4 6.7 0.92 1.26 1.1 0.2 10.7 8.6 B A 10.6 B HCM Average Concrc Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 27.9 0.93 115.0 101.8% 15 HCM Level of Service C Sum of lost time (s) ICU Level of Service Existing PM Peak Hour with Total Trips 6/15/2006 Baseline ATEC 8.0 G SUBMh ED INTO THE PUBLIC RECORD FOR ITEM 'S'.-ON_Ik10 c r r rk irk rk 1"~ r v/c Ratio {r" HCM Signalized Intersection Capacity Analysis 22: NE 13 Street & N Bayshore Drive 6/17/2006 C k- 4\ t P\ 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 11 11 12 12 12 12 11 11 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.91 1.00 0.91 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 Satd. Flow (prot) 4248 1212 1559 1212 Flt Permitted 1.00 1.00 1.00 1.00 Satd. Flow (perm) 4248 1212 1559 1212 Volume (vph) 0 0 0 7 564 248 0 0 0 0 197 146 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 8 613 270 0 0 0 0 214 159 RTOR Reduction (vph) 0 0 0 0 1 128 0 0 0 0 0 99 Lane Group Flow (vph) 0 0 0 0 620 142 0 0 0 0 214 60 Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50 Turn Type Perm Perm Perm Protected Phases 6 4 Permitted Phases 6 6 4 Actuated Green, G (s) 42.0 42.0 30.0 30.0 Effective Green, g (s) 42.0 42.0 30.0 30.0 Actuated g/C Ratio 0.52 0.52 0.38 0.38 Clearance Time (s) 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 2230 636 585 455 v/s Ratio Prot c0.14 v/s Ratio Perm 0.15 0.12 0.05 0.28 0.22 0.37 0.13 Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service; Approach Delay (s) Approach LOS 0.0 A 10.6 10.2 1.00 1.00 0.3 0.8 10.9 11.0 B B 10.9 B 0.0 A 18.1 16.4 1.00 1.00 1.8 0.6 19.9 17.0 B B 18.7 B Intersection Summary HCM Average Control Delay 'r HCM Volume to Capacity ratio �•" Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group r r ATEC r 13.2 0.31 80.0 45.0% 15 HCM Level of SE vice B Sum of lost time (s) 8.0 '"�0'trED VTO THE PUBLIC RECORD FOR ITEM w+ ON q-of-nc. Existing PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report Page 6 r` ATEC advanced Transportation Engineering Consultants e- e Appendix E Future of Service e (Signalized Intersections) SUBMITTED INTO THE PUBLIC RECORD FOR ITEMZef ON II—o1-0. HCM Signalized Intersection Capacity Analysis 3: NE 15 Street & Biscayne Boulevard 6/17/2006 * r" Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ILane Configurations r+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 " Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 r, Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 0.99 1.00 0.92 1.00 0.96 1.00 0.99 P" Flpb, ped/bikes 0.99 0.98 1.00 1.00 1.00 1.00 1.00 r Frt 0.98 1.00 0.90 1.00 0.97 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 0.95 1.00 e"" Satd. Flow (prot) 1490 1459 1283 1 481 2772 1481 2921 Flt Permitted 0.68 0.38 1.00 0.12 1.00 0.06 1.00 Satd. Flow (perm) 1017 577 1283 193 2772 87 2921 sii` Volume (vph) 24 117 20 480 133 304 147 1880 440 263 1233 52 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 r~ Adj. Flow (vph) 26 127 22 522 145 330 160 2043 478 286 1340 57 " RTOR Reduction (vph) 0 4 0 0 7 0 0 18 0 0 3 0 Lane Group Flow (vph) 0 171 0 522 468 0 160 2503 0 286 1394 0 r~ Confl. Peds. (#/hr) 50 50 50 50 50 50 50 50 r• Turn Type Perm pm+pt Perm Perm Protected Phases 4 3 8 2 6 t"." Permitted Phases 4 8 2 6 r, Actuated Green, G (s) 19.0 34.0 34.0 71.0 71.0 71.0 71.0 Effective Green, g (s) 20.0 35.0 35.0 72.0 72.0 72.0 72.0 e' Actuated g/C Ralio 0.17 0.30 0.30 0.63 0.63 0.63 0.63 r, Clearance Time (s) 5.0 3.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (p h) 177 260 390 121 1736 54 1829 ✓ v/s Ratio Prot c0.19 0.36 0.90 0.48 r, v/s Ratio Perm 0.17 c0.42 0.83 c3.30 v/c Ratio 0.97 2.01 1.20 1.32 1.44 5.30 0.76 r'' Uniform Delay, d1 47.2 39.6 40.0 21.5 21.5 21.5 15.4 Progression Factor 1.00 1.00 1.00 1.01 1.02 1.00 1.00 Incremental Delay, d2 59.1 466.9 112.3 150.3 199.2 1973.6 3.1 ii^ Delay (s) 106.3 506.4 152.3 172.1 221.1 1995.1 18.4 Level of Service F F F F F F B 'r Approach Delay (s) 106.3 337.7 218.2 354.3 Approach LOS F F F F Intersection Summary 277.6 HCM Level of Service F r• HCM Volume to Capacity ratio 4.17 r. Actuated Cycici Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 192.9% ICU Level of Service H r' Analysis Period (min) 15 _r,c Critical Lane Group`� LIM ITTED INTO T H E r. PUBLIC RECORD FOR �` �' 1TEM,, ON III - bl'ak 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline ------ Syrr.hrn R Report r. ATEC Page 1 T r- HCM Average Control Delay HCM Signalized Intersection Capacity Analysis 13: NE 14 Street & Biscayne Boulevard 6/17/2006 Movement EBL Lane Configurations Ideal Flow (vphpl) 1900 Lane Width 11 Total Lest tirrse (s) 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 0.96 Frt 1.00 Flt Protected 0.95 Satd. Flow (prot) 1429 Flt Permitted 0.20 Satd. Flow (perm) 301 Volume (vph) 71 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 77 RTOR Reduction (vph) 0 Lane Group Flow (vph) 77 Confl. Peds. (#/hr) 50 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) 19.0 Effective Green, g (s) 20.0 Actuated g/C Ratio 0.17 Clearance Time (s) 5.0 Lane Grp Cap (vph) 52 v/s Ratio Prot v/s Ratio Perm 0.26 v/c Ratio 1.48 Uniform Delay, d1 47.5 Progression Factor 1.00 Incremental Delay, d2 294.6 Delay (s) 342.1 Level of Service F Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 4- 4\ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR li Ti 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 11 11 11 11 11 11 11 11 11 11 11 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.98 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.97 1.00 0.98 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1506 1424 1484 1481 2833 1481 2942 1.00 0.20 1.00 0.10 1.00 0.05 1.00 1506 300 1481 155 2833 72 2942 237 35 304 234 52 91 2457 487 98 1553 32 0.92 0.92 0.t'2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 258 38 330 254 57 99 2671 529 107 1688 35 5 0 0 6 0 0 14 0 0 1 0 291 0 330 305 0 99 3186 0 107 1722 0 50 50 50 50 50 50 50 Perm Perm Perm 4 19.0 20.0 0.17 5.0 262 0.19 1.11 47.5 1.00 88.6 136.1 F 178.7 F 278.6 2.78 115.0 138.8% 15 8 19.0 20.0 0.17 5.0 52 8 19.0 20.0 0.17 5.0 258 0.21 c1.10 6.35 1.18 47.5 47.5 1.00 1.00 2446.2 114.7 2493.7 162.2 F F 1362.5 F 2 6 2 6 86.0 86.0 86.0 86.0 87.0 87.0 87.0 87.0 0.76 0.76 0.76 0.76 5.0 5.0 5.0 5.0 117 2143 54 2226 1.12 0.59 0.64 0.85 9.5 0.20 6.9 8.9 A 1.49 14.0 0.20 219.2 222.0 F 215.6 F c1.49 1.98 14.0 0.85 447.6 459.5 F 0.77 8.2 0.76 0.2 6.5 A 33.0 C HCM Level of Services F Sum of lost time (s) 8.0 ICU L ;vel of Service H UBM1UED iiTO THE PUBLIC RECORD FOR JTEM1 ON I/O(•01 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Syr.- ro 6 Report ATEC Page 2 HCM Signalized Intersection Capacity Analysis 16: NE 15 Street & N Bayshore Drive 6/17/2006 Movement Lane Configurations Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prof) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour fac or, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phase': Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d 1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR WBL WBT WBR SBL SBR SBR2 NEL2 NEL 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 11 11 12 11 11 11 11 11 12 11 11 4.0 4.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.97 1.00 0.98 1.00 1.00 0.91 1.00 1.00 1.00 0.97 0.98 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.85 1.00 0.85 1.00 0.97 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1452 1490 1481 1559 1212 1452 2333 1477 2747 0.48 1.00 0.15 1.00 1.00 0.39 1.00 0.17 0.96 741 1490 231 1559 1212 598 2333 259 2747 321 405 95 24 242 178 202 581 96 152 350 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 349 440 103 26 263 193 220 632 104 165 380 0 11 0 0 0 128 0 15 0 0 27 349 532 0 26 263 65 220 721 0 165 443 50 50 50 50 50 50 50 50 50 pm+pt pm+pt Perm pm+pt pm+pt 7 4 3 8 1 6 5 2 4 8 8 6 2 31.0 25.0 31.0 25.0 25.0 32.0 23.0 32.0 23.0 32.0 27.0 32.0 27.0 27.0 32.0 24.0 32.0 24.0 0.40 0.34 0.40 0.34 0.34 0.40 0.30 0.40 0.30 3.0 6.0 3.0 6.0 6.0 3.0 5.0 3.0 5.0 341 503 171 526 409 325 700 225 824 c0.06 c0.36 0.01 0.17 0.07 c0.31 c0.07 0.16 0.35 0.05 0.05 0.20 0.22 1.02 1.06 0.15 0.50 0.16 0.68 1.03 0.73 0.54 24.1 26.5 17.0 21.1 18.6 17.5 28.0 17.7 23.4 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 54.9 56.5 1.9 3.4 0.8 10.8 42.0 19.0 2.5 79.0 83.0 18.8 24.5 19.4 28.3 70.0 36.7 25.9 E F BC BCE D C 81.4 22.1 60.4 28.7 F C E C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 53.7 1.00 80.0 85.6% 15 NER 1900 12 83 0.92 90 0 0 50 HCM Level of Service D Sum of lost time (s) 16.0 ICU Level of S i e fir`itti IN ram HE 1 i 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline ATEC PUBLIC RECORD FOR ITEM tP Synchro 6 epo Page 3 ATEC HCM Signalized Intersection Capacity Analysis 18: NE 14 Street & N Bayshore Drive 6/17/2006 Movement Lane Configurations Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Deiay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR v`/BL WBT WBR NBL NBT NBR SBL SBT SBR 1900 1900 1900 1900 1900 1900 1900 1900 12 11 11 12 11 12 11 11 4.0 4.0 4.0 4.0 4.0 1.00 1.00 0.95 1.00 0.95 1.00 0.91 0.99 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.85 0.99 1.00 1.00 0.96 1.00 0.99 0.95 1.00 1421 1200 2867 1481 2958 0.66 1.00 0.56 0.17 1.00 977 1200 1637 266 2958 582 156 78 45 94 11 58 281 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 633 170 85 49 102 12 63 305 0 0 47 0 7 0 0 1 0 803 38 0 156 0 63 306 50 50 50 50 50 Perm Perm Perm pm+pt 4 8 5 2 4 4 8 2 29.0 29.0 29.0 48.0 38.0 30.0 30.0 30.0 48.0 39.0 0.33 0.33 0.33 0.53 0.43 5.0 5.0 5.0 3.0 5.0 326 400 546 263 1282 c0.02 0.10 c0.82 0.03 0.10 0.10 2.46 0.10 0.29 0.24 0.24 30.0 20.7 22.1 13.6 16.1 1.00 1.00 1.00 1.00 1.00 667.6 0.5 1.3 2.1 0.4 697.6 21.1 23.4 15.7 16.6 F C C B B 632.9 23.4 16.4 F C B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 240.8 1.44 90.0 103.8% 15 1900 1900 12 11 4.0 1.00 1.00 0.97 1.00 0.95 1440 0.55 834 2 8 0.92 0.92 2 9 0 0 0 9 50 50 pm+pt 1 6 48.0 48.0 0.53 3.0 505 0.00 0.01 0.02 9.9 1.00 0.1 9.9 A 1900 1900 11 11 4.0 4.0 1.00 1.00 1.00 0.91 1.00 1.00 1.00 0.85 1.00 1.00 1559 1200 1.00 1.00 1559 1200 579 438 0.92 0.92 629 476 0 239 629 237 50 Perm 6 6 38.0 38.0 39.0 39.0 0.43 0.43 5.0 5.0 676 520 c0.40 0.20 0.93 0.46 24.2 18.0 1.00 1.00 21.2 2.9 45.4 20.9 D C 34.7 C HCM Level of Service Sum of lost time (s) 12.0 ICU Level of Service G PUBLIC RECORD FOR !TEM ^,r ON i[.ef o0. 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report Page 4 HCM Signalized Intersection Capacity Analysis 20: NE 13 Street & Biscayne Boulevard Movement EBL EBT EBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 Lane Width 10 10 10 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) 0 0 0 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 0 Confl. Peds. (#/hr) 50 50 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Un:form Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) 0.0 Approach LOS A Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 154.0 1.68 115.0 117.9% 15 F *\ I P WBL WBT WBR NBL NBT NBR SBL 411 1900 1900 1900 1900 1900 1900 1900 10 10 10 11 11 11 11 4.0 4.0 4.0 4.0 4.0 0.91 0.91 1.00 1.00 0.95 1.00 1.00 0.88 1.00 1.00 0.89 0.95 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1161 2549 1129 1481 2963 0.95 0.98 1.00 0.05 1.00 1161 2549 1129 77 2963 534 323 153 213 2871 0 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 580 351 166 232 3121 0 0 0 0 2 0 0 0 0 290 641 164 232 3121 0 0 50 50 50 50 50 Perm Perm pm+pt 8 5 2 8 8 2 19.0 19.0 19.0 60.0 86.0 20.0 20.0 20.0 87.0 87.0 0.17 0.17 0.17 0.76 0.76 5.0 5.0 5.0 3.0 5.0 202 443 196 132 2242 c0.09 1.05 0.25 0.25 0.14 c1.24 1.44 1.45 0.83 1.76 1.39 47.5 47.5 45.9 35.6 14.0 1.00 1.00 1.00 1.00 1.00 222.0 213.5 32.3 370.1 179.2 269.5 261.0 78.2 405.7 193.2 F F E F F 235.6 207.9 F F 6/17/2006 SBT SBR 1900 1900 11 10 4.0 4.0 0.95 1.00 1.00 0.88 1.00 1.00 1.00 0.85 1.00 1.00 2963 1129 1.00 1.00 2963 1129 1804 86 0.92 0.92 1961 93 0 8 1961 85 50 Perm 6 6 76.0 76.0 77.0 77.0 0.67 0.67 5.0 5.0 1984 756 0.66 0.08 0.99 0.11 18.6 6.8 1.03 1.02 4.0 0.0 23.1 6.9 C A 22.4 C HCM Level of ServiceF Sum of lost time (s) 8.0 ICU Level of Service v IT THE PUBLIC RECORD FOR ITEM ON 0?-0-00 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report ATEC Page 5 HCM Signalized Intersection Capacity Analysis 22: NE 13 Street & N Bayshore Drive Movement Lane Configurations Ideal Flow (vphpl) Lane Width Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds. (#/hr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Lane Grp Cap (vpii) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL EBT E3R WBL 1900 1900 1900 1900 12 12 12 12 0 0 0 15 0.92 0.92 0.92 0.92 0 0 0 16 0 0 0 0 0 0 0 0 50 50 50 Perm 0.0 A 4- 4\ WBT WBR NBL NBT NBR SBL 414 1900 1900 1900 1900 1900 1900 11 11 12 12 12 12 4.0 4.0 0.91 1.00 1.00 0.91 1.00 1.00 1.00 0.85 1.00 1.00 4240 1212 1.00 1.00 4240 1212 623 330 0 0 0 0 0.92 0.92 0.92 0.92 0.92 0.92 677 359 0 0 0 0 3 171 0 0 0 0 690 188 0 0 0 0 50 50 50 50 Perm 6 6 42.0 42.0 0.52 4.0 2226 0.16 0.31 10.8 1.00 0.4 11.1 B 11.4 B 6 42.0 42.0 0.52 4.0 636 0.16 0.30 10.7 1.00 1.2 11.9 B 0.0 A 6/17/2006 1 SBT SBR 1900 1900 11 11 4.0 4.0 1.00 1.00 1.00 0.91 1.00 1.00 1.00 0.85 1.00 1.00 1559 1212 1.00 1.00 1559 1212 242 486 0.92 0.92 263 528 0 98 263 431 50 Perm 4 4 30.0 30.0 30.0 30.0 0.38 0.38 4.0 4.0 585 455 0.17 c0.36 0.45 0.95 18.8 24.2 1.00 1.00 2.5 30.7 21.3 54.9 C D 43.7 D Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.3 0.58 80.0 65.7% 15 HCM Level of Service C Sum of lost time (s) 8.0 ICU Level of Service C SUBS„IT'C�J „JTO THE PUBLIC RECORD FOR ITEM ASf; ON itwDedr 2010 PM Peak Hour with Total Trips 6/15/2006 Baseline Synchro 6 Report ATEC Page 6 A' e- /MEC e- e' Advanced Transportation r' Engineering Consultants e- Appendix F .- Existing Conditions Simtraffic Results r- e- r° suaMirrEo INTO THE PUBLIC RECORD FOR ITEM ONjq.o&. SimTraffic Performance Report Baseline 6/17/2006 1: NE 14 Terrace & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.7 2.1 1.3 1.2 11.4 0.9 1.7 1.1 15.0 2.0 3,8 Delay /Veh (s) 2.7 7.1 4.7 4.3 46.8 3.3 5.8 3.8 61.9 6.2 13.4 3: NE 15 Street & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) Delay / Veh (s) 13.5 12.9 14.3 13.0 13.1 10.3 15.8 15.6 26.6 15.0 15.0 20.4 19.7 21.5 19.4 20.8 16.4 23.9 23.0 45.1 22.2 23.0 6: NE 15 Street & Herald Plaza Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.6 4.8 0.6 0.6 0.5 127.2 0.6 0.7 0.7 0.5 13.7 Delay / Veh (s) 3.3 26.2 3.2 3.0 2.8 1092.6 3.2 3.5 3.8 2.6 74.7 9: NE 14 Terrace & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) Delay / Veh (s) 3.7 3.6 3.8 3.6 5.1 3.7 3.8 3.7 4.1 3.7 3.9 6.4 6.3 6.5 6.1 9.4 6.4 6.6 6.1 8.1 6.3 6.8 13: NE 14 Street & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 21.8 18.4 19.2 18.1 20.8 19.0 18.3 19.7 20.2 28.1 20.4 Delay / Veh (") 31.8 26.6 27.4 26.1 33.4 27.8 26.4 27.7 33.0 38.9 29.9 15: NE 14 Street & Herald Plaza Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.1 0.2 0.1 0.1 1.5 10.5 0.1 0.1 0.1 0.1 1.3 Delay / Veh (s) 2.7 3.3 2.9 2.5 34.7 348.0 2.5 2.4 3.3 2.6 30.3 16: NE 15 Street & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 7.4 8.3 8.9 8.4 11.5 8.8 8.5 8.7 26.2 9.5 10.6 Delay / Veh (s) 16.7 18.1 18.7 18.0 26.3 22.4 18.3 18.0 64.4 19.0 23.4 18: NE 14 Street & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 3.6 5.0 5.0 3.3 11.8 4.1 5.2 3.7 9.6 6.1 5.7 Delay / Veh (s) 15.3 19.4 20.2 13.8 56.9 16.8 20.9 14.4 44.9 21.9 23.7 SUBMifl LJ INTO Existing PM Peak Hour with Total Trips -PUBLIC REC() K U FOR, SimTratfic Report DF Page1 1TEMI5T ON i I-Det. oc SimTraffic Performance Report Baseline 20: NE 13 Street & Biscayne Boulevard Performance by run number 6/17/2006 Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 561.6 617.7 626.5 548.7 632.7 574.1 519.4 553.7 600.2 512.1 574.7 0,.., Delay /Veh (s) 761.0 820.0 813.4 714.9 933.1 763.5 681.7 701.8 893.6 635.7 767.4 f"" 22: NE 13 Street & N Bayshore Drive Performance by run number e- Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 129.7 80.8 127.6 87.2 95.3 61.0 129.5 28.0 72.5 41.2 85.3 Delay / Veh (s) 590.2 317.4 507.0 366.1 462.8 231.6 532.8 99.7 317.7 147.7 346.1 e' Total Network Performance By Run Run Number 1 10 2 3 4 5 6 Total Delay (hr) 743.8 754.8 808.7 685.4 804.8 820.8 704.1 Delay / Veh (s) 6-10.9 637.3 675.6 568.8 735.6 731.9 592.5 Total Network Performance By Run Run Number Total Delay (hr) Delay / Veh (s) 7 8 9 Avg 636.4 776.4 619.6 735.5 511.0 725.2 492.5 627.0 SUBMITTED INTO THE PIELIC RECORD FOR iTEM ON 11.0.o4 Existing PM Peak Hour with Total Trips �.• DF ATEC SimTraffic Report Page 2 fi Arterial Level of Service Baseline 6/17/2006 Arterial Level of Service: EB NE 15 Street 1 Cross Street Biscayne Boulevard N Bayshore Drive Herald Plaza Total Arterial Level of Service: EB Delay Travel (s/veh) time (s) 57.9 63.8 39.8 53.7 3.9 8.9 101.6 126.4 NE 15 Street Dist Arterial Run 1 Run 1 Run 10 (mi) Speed Speed Delay Speed 0.0 2 3 50.3 3 0.1 8 10 31.7 9 0.0 12 13 3.6 13 0.2 6 6 85.6 6 Cross Street Biscayne Boulevard Run 10 Delay 47.6 Run 2 Speed 2 Run 2 Delay 58.0 Run 3 Speed 3 Run 3 Delay 44.9 Run 4 Speed 3 Run Delay 47.8 N Bayshore Drive Herald Plaza Total 32.4 3. 83.4 Arterial Level of Service: EB NE 15 Street 10 13 6 32.6 3.6 94.2 11 13 7 27.1 3.4 75.4 10 12 7 29.3 4.'. 81.4 Cross Street Biscayne Boulevard N Bayshore Drive Herald Plaza Total Run 5 Speed 3 11 13 7 Arterial Level of Service: EB NE 15 Street Run 5 Run 6 Run 6 Run 7 Run 7 Run cr Delay Speed Delay Speed Delay Speed 47.5 3 48.8 3 51.7 2 25.2 13 20.6 12 22.2 3 3.4 14 2.5 12 3.7 8 76.0 7 71.9 7 77.6 3 Cross Street Run 8 Run 9 Run 9 Delay Speed Delay Biscayne Boulevard N Bayshore Drive Herald Plaza Total 114.8 132.5 7.9 255.2 2 10 12 6 73.4 29.7 3.8 106.9 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMkON ll-no.no. Existing PM Peak Hour with Total Trips DF ATEC SimTraffic Report Page 3 Arterial Level of Service Baseline 6/17/2006 Arterial Level of Service: WB NE 15 Street Delay Travel Dist Arterial Run 1 Run 1 Run 10 Cross Street (s/veh) time (s) (mi) Speed Speed DE;iay Speed Herald Plaza 170.8 175.7 0.0 8 17 3.2 5 N Bayshore Drive 20.3 23.7 0.0 5 5 18.7 4 Biscayne Boulevard 50.9 64.3 0.1 ;' 8 45.8 7 Total 242.0 263.8 0.2 7 8 67.7 6 Arterial Level of Service: WB NE 15 Street Run 10 Run 2 Run 2 Run 3 Run 3 Run 4 Run Cres; Street Delay Speed Delay Speed Delay Speed Delay Herald Plaza 49.1 18 2.7 17 2.9 20 2.0 N Bayshore Drive 24.3 5 21.1 5 20.5 5 17.6 Biscayne Boulevard 55.3 8 47.2 8 43.7 8 46.7 Total 128.7 8 71.1 8 67.1 8 66.3 Arterial Level of Service: WB NE 15 Street Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run Cross Street Speed Delay Speed Delay Speed Delay Speed Herald Plaza 0 34287.8 16 3.4 18 2.7 17 N Bayshore Drive 108 0.0 5 18.3 4 20.7 5 Biscayne Boulevard 12 28.9 6 64.3 6 59.6 7 Total 0 34316.7 7 86.1 7 83.1 8 Arterial Level of Service: WB NE 15 Street Cross Street Run 8 Run 9 Run 9 Delay Speed Dc:ay Herald Plaza 2.9 20 1.8 N Bayshore Drive 17.0 5 19.6 Biscayne Boulevard 48.5 7 50.7 Total 68.4 7 72.2 :uBMfTTED INTO THE PUBLIC RECORD FOR Pm- .!!., Existing PM Peak Hour with Total Trips DF ATEC SimTraffic Report Page 4 Queuing and Blocking Report Baseline 6/17/2006 Intersection: 1: NE 14 Terrace & N Bayshore Drive Movement EB EB NB NB SW SW Directions Served L R R R L L Maximum Queue (ft) 45 150 144 13...E 133 114 Average Queue (ft) 9 47 46 45 50 30 95th Queue (ft) 30 162 111 113 114 87 Link Distance (ft) 385 385 179 179 114 114 Upstream Blk Time (%) 2 1 1 7 1 Queuing Penalty (veh) 2 2 2 10 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: NE 15 Street & Biscayne Boulevard Movement EB WB WB NB NB NB SB SB SB Directions Served LTR L TR L T TR L T TR Maximum Queue (ft) 204 162 456 73 136 153 192 304 314 Average Queue (ft) 105 111 214 21 98 102 84 162 164 95th Queue (ft) 16°5 161 430 56 143 147 163 271 273 Link Distance (ft) 173 502 102 102 102 297 297 Upstream Blk Time (%) 4 0 0 7 9 2 0 Queuing Penalty (veh) 0 1 1 38 45 0 0 Storage Bay Dist (ft) 100 160 Storage Blk Time (%) 26 17 3 5 Queuing Penalty (veh) 56 35 14 6 Intersection: 6: NE 15 Street & Herald Plaza Movement EB WB WB WB NB Directions Served TR L T T LR Maximum Queue (ft) 100 52 153 63 132 Average Queue (ft) 29 3 46 9 51 95th Queue (ft) t;1 25 143 37 184 Link Distance (ft) 78 170 170 354 Upstream Blk Time (%) 1 11 5 Queuing Penalty (veh) 4 0 2 Storage Bay Dist (ft) 65 Storage Blk Time (%) 0 14 Queuing Penalty (veh) 0 1 JOBMiTTED INTO THE jUBLIC RECORD FOR Pt. � TEM t +� CAN l) -01-a6. Existing PM Peak Hour with Total Trips SimTraffic Report r DF Page 5 ATEC Queuing and Blocking Report Baseline 6/17/2006 Intersection: 9: NE 14 Terrace & Biscayne Boulevard Movement NB NB SB SB Directions Served T TR T T Maximum Queue (ft) 199 281 t21 118 Average Queue (ft) 17 210 44 36 95th Queue (ft) 111 303 110 102 Link Distance (ft) 214 214 102 102 Upstream Blk Time (%) 1 11 1 1 Queuing Penalty (veh) 10 107 7 4 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 13: NE 14 Street & Biscayne Boulevard Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 115 180 234 232 92 475 456 107 226 226 Average Queue (ft) 36 85 124 97 26 407 407 30 107 103 95th Queue (ft) 86 157 250 197 66 595 443 78 198 192 Link Distance (ft) 157 157 277 277 366 366 214 214 Upstream Blk Time (%) 0 3 3 1 14 26 1 1 Queuing Penalty (veh) 0 0 4 1 141 269 3 3 Storage Bay Dist (ft) 160 115 Storage Blk Time (%) 0 0 0 4 Queuing Penalty (veh) 0 0 2 1 Intersection: 15: NE 14 Street & Herald Plaza Movement EB EB NB SB Directions Served L R LT TR Maximum Queue (ft) 95 82 60 16 Average Queue (ft) 30 21 13 1 95th Queue (ft) 95 71 64 8 Link Distance (ft) 338 338 117 354 Upstream Blk Tirne (%) 5 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) INTO THE JBL!C RECORD FOR 7:1-1\111.;:i7 ON iti-o9-be_. Existing PM Peak Hour with Total Trips SimTraffic Report DF Page 6 ATEC Queuing and Blocking Report Baseline 6/17/2006 Intersection: 16: NE 15 Street & N Bayshore Drive Movement EB EB WB WB WB SB SB SB NE NE NE Directions Served L TR L T R L R R> < L LR Maximum Queue (ft) 133 319 55 93 72 140 153 218 105 145 140 Average Queue (ft) 51 135 12 68 13 54 65 102 25 72 68 95th Queue (ft) 122 282 42 104 53 110 132 192 76 138 138 Link Distance (ft) 502 78 78 270 270 114 114 Upstream Blk Time (%) 2 0 21 0 1 2 0 4 4 Queuing Penalty (veh) 9 0 32 0 0 0 0 14 14 Storage Bay Dist (ft) 100 96 145 170 Storage Blk Time (%) 1 14 0 21 0 2 0 4 Queuing Penalty (veh) 2 19 0 5 0 2 0 3 Intersection: 18: NE 14 Street & N Bayshore Drive Movement EB EB WB WB NB N3 NB SB SB SB Directions Served LT R LT TR L T TR L T R Maximum Queue (ft) 200 134 126 96 89 131 148 92 184 82 Average Queue (ft) 86 38 32 23 26 28 46 7 81 9 95th Queue (ft) 164 104 129 84 69 83 110 51 184 45 Link Distance (ft) 277 277 338 338 360 360 179 179 Upstream Blk Time (%) 0 2 0 11 0 Queuing Penalty (veh) 0 1 0 29 0 Storage Bay Dist (ft) 65 100 Storage Blk Time (%) 1 2 16 Queuing Penalty (veh) 1 1 1 Intersection: 20: NE 13 Street & Biscayne Boulevard Movement WB WB WB WB NB NB NB SB SB SB Directions Served L LT T R L T T T TR Maximum Queue (ft) 316 317 302 220 139 248 250 278 298 177 Average Queue (ft) 284 286 205 203 53 198 218 141 136 27 95th Queue (ft) 328 326 335 343 109 251 248 243 244 99 �- Link Distance (ft) 276 276 276 276 186 186 186 366 366 Upstream Blk Time (%) 65 69 10 23 0 20 77 0 0 Queuing Penalty (veh) 116 123 18 41 0 0 0 0 0 Storage Bay Dist (ft) 150 Storage Blk Time (%) 6 0 r- Queuing Penalty (veh) 5 0 .M1TTED INTO THE ;uBLlC RECORD FOR TEM174;ON/b-of-Div. Existing PM Peak Hour with Total Trips SimTraffic Report DF Page 7 ATEC Queuing and Blocking Report Baseline 6/17/2006 Intersection: 22: NE 13 Street & N Bayshore Drive Movement WB WB WB WB SB SB Directions Served LT T T R T R Maximum Queue (it) 208 207 190 181 312 361 Average Queue (ft) 148 150 123 54 87 215 95th Queue (ft) 229 231 228 144 214 426 Link Distance (ft) 159 159 159 360 360 Upstream Blk Time (%) 57 f_,1 23 1 0 18 Queuing Penalty (veh) 0 0 0 0 0 29 Storage Bay Dist (ft) 175 Storage Blk Time (%) 23 1 Queuing Penalty (veh) 58 1 Nework Summary Network wide Queuing Penalty: 1296 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM ,rtg ON ►1_og.oG. Existing PM Peak Hour with Total Trips DF ATEC twA SimTraffic Report Page 8 r AEC Advanced Transportation Engineering Consultants e Appendix G e- Future Conditions Simtraffic Resul SUBMITTED INTO THE PUBLIC RECORD FOR ITEMM , SimTraffic Performance Report Baseline 6/17/2006 1: NE 14 Terrace & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.8 0.4 1.0 0.3 0.1 0.1 0.4 0.6 0.2 0.1 0.4 Delay /Veh (s) 13.3 7.3 22.6 4.8 2.0 1.9 7.4 10.0 2.9 1.6 7.1 3: NE 15 Street & Biscayne Boulevard Performance by run number Run Number Total Delay (hr) Delay / Veh (s) 1 10 2 3 4 5 6 7 8 9 Avg 15.1 17.7 14.2 13.5 16.5 13.8 13.8 11.1 12.3 9.7 13.8 119.6 134.0 118.4 98.2 129.3 102.3 147.0 90.5 92.3 70.0 109.3 6: NE 15 Street & Herald Plaza Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) Delay / Veh (s) 0.4 0.7 0.2 0.1 0.7 0.2 0.4 0.3 0.6 0.2 0.4 8.3 14.6 5.8 3.6 15.3 5.9 9.3 7.1 14.0 5.1 9.1 9: NE 14 Terrace & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.9 0.7 0.6 0.6 0.4 0.9 1.5 0.7 0.5 0.7 0.8 Delay / Veh (s) 9.3 7.0 6.0 6.1 4.4 8.7 21.4 8.0 5.5 6.8 8.0 13: NE 14 Street & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 10.9 9.3 8.4 9.5 8.0 7.0 10.1 11.0 9.6 9.3 9.3 Delay / Veh (s) 96.9 76.9 65.7 74.2 66.5 54.4 102.9 99.3 86.5 79.0 79.0 15: NE 14 Street & Herald Plaza Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 0.1 0.1 0.0 0.1 0.0 0.0 0.1 0.0 0.1 0.0 0.1 Delay / Veh (s) 3.2 2.7 2.3 3.2 2.2 2.0 2.5 2.1 2.8 2.6 2.6 16: NE 15 Street & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 4.4 3.5 5.9 2.5 3.5 2.1 4.5 4.4 3.3 2.3 3.6 Delay / Veh (s) 48.2 36.2 80.4 28.1 33.7 23.1 52.2 49.2 33.7 24.0 39.5 18: NE 14 Street & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) 9.1 8.2 11.8 5.8 8.3 7.5 6.2 8.9 8.0 9.2 8.3 Delay / Veh (s) 159.6 143.4 221.5 95.1 129.1 128.9 104.1 156.4 124.3 160.9 139.1 SUBMITTED INTO THE 2010 PM Peak Hour with Total Trips DF ATEC rubL{C RECORD FOR 1TEM,j ONii- oil*. SimTraffic Report Page 1 SimTraffic Performance Report Baseline 6/17/2006 20: NE 13 Street & Biscayne Boulevard Performance by run number Run Number 1 10 2 3 4 5 6 7 8 9 Avg Total Delay (hr) Delay / Veh (s) 47.3 52.1 53.9 47.6 47.7 53.6 48.9 57.2 54.9 50.1 51.3 388.8 397.4 407.8 336.9 380.6 398.4 486.1 449.6 451.0 399.6 406.9 22: NE 13 Street & N Bayshore Drive Performance by run number Run Number 1 10 2 3 4 5 6 7 8 .- Avg Total Delay (hr) 2.7 2.4 6.6 0.9 6.6 2.2 3.5 0.6 2.2 4.7 3.2 Delay / Veh (s) 47.8 49.5 150.2 14.0 144.0 43.2 73.5 8.9 38.0 94.2 61.5 Total Network Performance By Run Run Number 1 10 2 3 4 5 6 Total Delay (hr) 91.7 95.3 102.8 81.1 92.0 87.5 89.4 Delay / Veh (s) 398.5 399.4 459.2 323.8 385.6 359.4 436.3 Total Network Performance By Run Run Number 7 8 9 Avg Total Delay (hr) Delay / Veh (s) 95.0 91.8 86.4 91.3 412.2 333.9 356.4 388.1 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM,,ON 2010 PM Peak Hour with Total Trips DF ATEC r SimTraffic Report Page 2 Arterial Level of Service Baseline 6/17/2006 Arterial Level of Service: EB NE 15 Street Delay Travel Dist Arterial Run 1 Run 1 Run 10 r' Cross Street (s/veh) time (s) (mi) Speed Speed Delay Speed Biscayne Boulevard 87.4 93.0 0.0 2 3 43.8 N Bayshore Drive 56.9 67.6 0.1 7 8 43.4 6 'r' Herald Plaza 3.6 8.5 0.0 13 12 4.2 13 Total 148.0 169.1 0.2 4 6 91.5 4 {"' Arterial Level of Service: EB NE 15 Street Run 10 Run 2 Run 2 Run 3 Run 3 Run 4 Run t` Cross Street Delay Speed Delay Speed Delay Speed Delay Biscayne Boulevard 85.4 2 82.7 3 46.6 1 111.6 N Bayshore Drive 65.3 3 116.6 14 23.8 8 43.9 Herald Plaza 3.4 13 2.9 13 3.3 13 3.5 )P„ Total 154.1 3 202.2 8 73.7 4 159.0 P' Arterial Level of Service: EB NE 15 Street r'` Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run 8 Cross Street Speed Delay Speed Delay Speed Delay Speed Biscayne Boulevard 1 123.0 1 156.7 1 139.3 3 N Bayshore Drive 14 19.5 4 90.5 5 72.5 6 Herald Plaza 14 3.0 15 2.6 13 3.5 11 Total 4 145.4 3 249.8 3 215.4 6 Arterial Level of Service: EB NE 15 Street Run 8 Run 9 Run 9 Cross Street Delay Speed Delay Biscayne Boulevard 37.4 2 60.3 N Bayshore Drive 54.1 10 31.4 Herald Plaza 5.4 13 3.5 Total 96.9 6 95.2 r SUBMITTED INTO THE e. PUBLIC RECORD FOR ITEM ?ON 1i-o47.0c. "~ 2010 PM Peak Hour with Total Trips +... DF ATEC SimTraffic Report Page 3 Arterial Level of Service Baseline 6/17/2006 Arterial Level of Service: WB NE 15 Street Delay Travel Dist Art(: rial Run 1 Run 1 Run 10 Cross Street (slveh) time (si (nni) Speed Speed Delay Speed Herald Plaza 6.0 10.9 0.0 13 13 6.2 13 N Bayshore Drive 30.9 34.2 0.0 3 4 27.6 3 Biscayne Boulevard 387.8 400.0 0.1 4 4 480.8 Total 424.7 445.1 0.2 4 4 514.6 5 Arterial Level of Service: WB NE 15 Street Run 10 Run 2 Run Run 3 Run 3 Run 4 Run Cross Street Delay Speed Delay Speed Delay Speed Delay Herald Plaza 5.9 12 6.6 18 2.9 11 7.7 N Bayshore Drive 30.3 2 51.5 4 25.1 3 37.5 Biscayne Boulevard 531.6 3 510.9 4 245.2 2 1385.7 Total 567.9 3 569.0 5 273.2 3 1430.8 Arterial Level of Service: WB NE 15 Street Run 5 Run 5 Run 6 Run 6 Run 7 Run 7 Run 8 Cross Street S; ,ed DcYiay Speed Delay Speed Delay Speed Herald Plaza 19 2.4 8 13.0 11 7.2 14 N Bayshore Drive 4 26.1 2 39.8 4 23.7 3 Biscayne Boulevard 5 281.5 4 276.1 4 411.3 6 Total 6 309.9 4 328.9 4 442.1 6 Arterial Level of Service: WB NE 15 Street Cross Street Run 8 Run 9 Run 9 Delay Speed Delay Herald Plaza 5.1 19 2.4 N Bayshore Drive 36.3 5 20.5 Biscayne Boulevard 128.7 5 393.4 Total 170.1 5 416.2 SUBMITTED INTO THE PUBLIC RECORD FOR ITErtil,7_1:1 _ON 2010 PM Peak Hour with Total Trips �• DF ATEC SimTraffic Report Page 4 Queuing and Blocking Report Baseline 6/17/2006 Intersection: 1: NE 14 Terrace & N Bayshore Drive Movement EB EB NB NB SW SW Directions Served L R R R L L Maximum Queue (ft) 19 49 28 46 137 127 Average Queue (ft) 5 28 8 18 67 58 95th Queue (ft) 21 64 32 55 170 158 Link Distance (ft) 385 385 179 179 114 114 Upstream Blk Time (%) 5 16 Queuing Penalty (veh) 17 56 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: NE 15 Street & Biscayne Boulevard Movement EB WB WB NB NB NB SB SB SB Directions Served LTR L TR L T TR L T TR Maximum Queue (it) 162 131 532 70 114 120 199 320 320 Average Queue (ft) 126 127 447 45 85 85 171 308 300 95th Queue (ft) 212 135 577 89 131 143 240 339 356 Link Distance (ft) 173 502 102 102 102 297 297 Upstream Blk Time (%) 13 9 4 5 4 35 20 Queuing Penalty (veh) 0 46 33 40 33 0 0 Storage Bay Dist (ft) 100 160 Storage Blk Time (%) 68 19 41 26 Queuing Penalty (veh) 297 94 254 69 Intersection: 6: NE 15 Street & Herald Plaza Movement EB WB WB WB NB t"° Directions Served TR L T T LR Maximum Queue (ft) 81 37 106 36 123 Average Queue (ft) 33 18 49 11 73 P 95th Queue (ft) 90 49 117 40 154 t., Link Distance (ft) 78 170 170 354 Upstream Blk Time (%) 2 1 oo" Queuing Penalty (veh) 11 0 Storage Bay Dist (ft) 65 Storage Blk Time (%) 0 7 +r" Queuing Penalty (veh) 0 3 SUBMITTED INTO THE PUBLIC RECORD FOR ITEMw.';o` ON II- oy.oc. 2010 PM Peak Hour with Total Trips SimTraffic Report eft DF Page 5 ATEC Queuing and Blocking Report Baseline 6/17/2006 Intersection: 9: NE 14 Terrace & Biscayne Boulevard Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) NB T 33 9 72 214 NB TR 211 122 265 214 5 67 SB LT 130 102 164 102 20 171 SB T 143 97 190 102 6 56 Intersection: 13: NE 14 Street & Biscayne Boulevard Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) EB L 106 65 159 157 5 0 EB TR 177 167 190 157 83 0 WB L 299 290 304 277 73 216 WB TR 250 183 324 277 2 7 Intersection: 15: NE 14 Street & Herald Plaza NB L 40 23 55 160 NB T 458 414 566 366 16 245 NB TR 431 402 444 366 36 549 SB L 143 102 177 SB T 228 166 289 214 12 102 115 34 9 262 9 SB TR 235 176 289 214 6 46 Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) EB L 51 32 61 338 EB R 42 25 52 338 NB LT 45 22 55 117 SB TR 37 9 35 354 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM'ONjJD4. 2010 PM Peak Hour with Total Trips DF ATEC SimTraffic Report Page 6 Queuing and Blocking Report Baseline 6/17/2006 Intersection: 16: NE 15 Street & N Bayshore Drive Movement EB EB WB WB WB SB SB SB NE NE NE Directions Served L TR L T R L R R> < L LR Maximum Queue (ft) 122 397 44 94 68 156 270 267 55 62 58 Average Queue (ft) 89 225 14 87 28 99 203 210 29 27 29 95th Queue (ft) 153 441 48 103 83 186 317 301 71 74 69 Link Distance (ft) 502 78 78 270 270 114 114 Upstream Bik Time (%) 3 0 32 0 9 12 0 0 Queuing Penalty (veh) 24 0 70 1 0 0 0 0 Storage Bay Dist (ft) 100 96 145 170 Storage Blk Time (%) 8 32 0 32 2 23 0 0 Queuing Penalty (veh) 42 102 0 8 4 46 0 0 Intersection: 18: NE 14 Street & N Bayshore Drive Movement EB EB WB WB NB NB NB SB SB SB Directions Served LT R LT TR L T TR L T R Maximum Queue (ft) 292 169 177 91 91 153 94 14 148 175 Average Queue (ft) 268 54 106 47 70 91 57 3 88 137 95th Queue (ft) 330 214 233 113 113 240 115 31 183 216 Link Distance (ft) 277 277 338 338 360 360 179 179 Upstream Blk Time (%) 31 1 4 29 ►r' Queuing Penalty (veh) 129 4 8 57 Storage Bay Dist (ft) 65 100 ek Storage Blk Time (%) 51 3 18 r Queuing Penalty (veh) 71 2 1 e^ Intersection: 20: NE 13 Street & Biscayne Boulevard Movement WB WB WB WB NB NB NB SB SB SB Directions Served L LT T R L T T T TR 'r* Maximum Queue (ft) 312 304 278 216 68 213 220 192 216 71 Average Queue (ft) 282 280 233 163 33 186 208 124 132 26 a^ 95th Queue (ft) 342 327 324 270 77 258 224 228 234 95 eft Link Distance (ft) 276 276 276 276 186 186 186 366 366 Upstream Blk Time (%) 52 56 12 2 10 84 r' Queuing Penalty (veh) 145 154 33 6 0 0 Storage Bay Dist (ft) 150 eft Storage Blk Time (%) 7 r - Queuing Penalty (veh) 6 eft SUBMITTED INTO I'm_ PUBLIC RECORD FOB 1TEMI,#LION11=OI.O& eft 2010 PM Peak Hour with Total Trips r, DF ATEC SimTraffic Report Page 7 r Queuing and Blocking Report Baseline 6/17/2006 Intersection: 22: NE 13 Street & N Bayshore Drive Movement WB WB WB WB SB SB " Directions Served LT T T R T R 4" Maximum Queue (ft) 157 145 139 92 105 287 Average Queue (ft) 118 111 83 52 55 186 r' 95th Queue (ft) 202 198 177 113 121 378 Link Distance (ft) 159 159 159 360 360 Upstream Blk Time (%) 23 23 6 0 14 r"" Queuing Penalty (veh) 0 0 0 0 49 Storage Bay Dist (ft) 175 Storage Blk Time (%) 6 0 Queuing Penalty (veh) 19 1 tow Nework Summary Network wide Queuing Penalty: 3661 e- SUBMITTED INTO THE PUBLIC RECORD FOR ITEM ":n ONjj.oq.o&. 2010 PM Peak Hour with Total Trips DF ATEC SimTraffic Report Page 8