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Home My WebLink AboutTraffic Impact Analysis Feb1999TRAFFIC IMPACT ANALYSIS PROPOSED RETAIL & OFFICE DEVELOPMENT 96TM STREET & MERIDIAN STREET CARMEL, INDIANA PREPARED FOR DUKE REALTY FEBRUARY1999 PREPARED BY: A & F ENGINEERING Co., INC. CONSULTING ENGINEERS 5172 EAST 65TM STREET INDIANAPOLIS, IN 46220 PH 317-842-0864 FAX 317-849-6816 Dtncl~ RI~ALTY- 96TM STRI~ET AND MERIDIAN STRI~L:T TRAFFIC IMPACTANALYSI$ COPYRIGHT This Analysis and the ideas, designs and concepts contained herein are the exclusive intellectual property of A&F Engineering Co., Inc. and are not to be used or reproduced in whole or in part, without the written consent of A&F Engineering Co., Inc. © 1999, A&F Engineering Co., Inc. DUKE REALTY- 96m STREETAND MERIDIAN STREET TRAFFIC IMPACTANALYSIS II TABLE OF CONTENTS LIST OF FIGURES ................................................................................................................................................... III CERTIFICATION ..................................................................................................................................................... IV INTRODUCTION ....................................................................................................................................................... I PURPOSE ................................................................................................................................................................. 1 SCOPE OF WORK ..................................................................................................................................................... 1 DESCRIPTION OF THE PRO.CT ................................................................................................................................. 3 ST~'~Y AREA .......................................................................................................................................................... 3 DESCRIPTION OF VACANT PARCELS ......................................................................................................................... 4 TABLE 1 - VACAXrr P~RCEL RECOMMENDED LAND USE ...................................................................................... 4 DESCRIPTION OF EXISTING ZONING PLAN USE ......................................................................................................... DESCRIPTION OF COMPREHENSIVE PLAN USE ........................................................................................................... DESCRIPTION OF THE ABUTTING STREET SYSTEM ..................................................................................................... TRAFFIC DATA ........................................................................................................................................................ GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ............................................................................... TABLE 2 - (.qENERATED TRIPS FOR PROPOSED DEVELOPMEN~ .............................................................................. GENERATED TRAFFIC VOLUMES FOR VACANT LANDS .............................................................................................. TABLE 3 - GENERATED TRIPS FOR VACANT LANDS .............................................................................................. 9 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLA'q .................................................................................. TABLE 4 - GENERATED TRIPS FOR EXISTING ZONING PLAX ................................................................................. GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLA~ ................................................................................. 10 TABLE 5 - GENERATED TRIPS FOR COMPREHENSIVE PLAN ................................................................................. 10 [NTEP~N AL TRIPS ................................................................................................................................................... PASS-BY TRIPS ..................................................................................................................................................... 10 ANN'UAL GROWTH RATE FOR BACKGROUND TRAFFIC ............................................................................................ PEAK I-IOUR .......................................................................................................................................................... 11 ASSIGNMENT .~uND DISTRIBUTION OF GENERATED TRIPS ......................................................................................... 11 PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM ....................................................... VACANT LAND TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM ........................................................................ 1 EXISTING ZONING PLAN PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM ................................................. 12 COMPREHENSIVE PLAN PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM .................................................. YE.~ 2009 TRAFFIC VOLUMES ............................................................................................................................. 12 CAFACITY ANALYSIS ............................................................................................................................................ DESCRIPTION OF LEVELS OF SERVICE .................................................................................................................... CAPACITY ~NALYSES SCENARIOS .........................................................................................................................20 TABLE 6 - LEVEL OF SERVICE SUMMARY-96TH STREET AND MERIDIAN STREET/U.S. 3 ], .................................... 27 T.~BLE ? - LEVEL OF SERVICE SUMMARY-96TH STREET A."~ D SPRINGMILL ROAD ................................................ 28 TABLE 8 - LEVEL OF SERVICE SUMMARyo96TH STREET AND COLLEGE AVENUE ................................................ 29 TABLE 9 - LEVEL OF SERVICE SUMMARYo96TH STREET AND WEST DRIVE OF PARKWOOD .................................. 30 TABLE 10 o LEVEL OF SERVICE SUMMARY-103RD STREET AX;D MERIDIAN STREET/U.S. 31 ................................ 31 TABLE 11 - LEVEL OF SERVICE SUMMARY-96TH STREET AND SITE T.ABLE 12 - LEX'EL OF SERVICE SUMMARY-96TH STREET AND SITE 2 MIDDLE ACCESS POINT ............................. 32 I DUKE REALTY ~ 96m STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS (CONTINUED) TABLE 13 * LEVEL OF SERVICE SUMMARY-96TH STREET fiND SITE 2 EAST ACCESS POINT .................................. 33 TABLE 14 - LEVEL OF SERVICE SUMMARY-96TH STREET fiND SITE 3 ACCESS POINT .......................................... 33 CONCLUSIONS ....................................................................................................................................................... 34 RECOMMENDATIONS ............................................................................................................................................. 40 SUMMARY ............................................................................................................................................................ 42 II DOKE REALTY- 96m STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYS1S LIST OF FIGURES FIGURE 1: AREAMAP ............................................................................................................................................. 5 FIGURE 2: VACANT PARCELS ................................................................................................................................... 6 FIGURE :3: GENERATED TRAFFIG VOLUMES FOR PROPOSED DEVELOPMENT ............................................................. 13 FIGURE 4: GENERATED TRAFFIG VOLUMES FOR VACANT LAND .............................................................................. 14 FIOURE 5: GENERATED TRAFFIC VOLUMES FOR EXlSTFNG ZONINO PLAN ................................................................ 15 FIGURE 6: GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN ................................................................. 16 FIGURE 7: YEAR 2009 TRAFFIC VOLUMES ............................................................................................................. 17 F1OURE 8: EXISTING TRAFFIC VOLUMES ................................................................................................................ 22 FIOURE 9: SUM OF EXISTING, YEAR 2009, ~aqD VACanT LAND TRAFFIC VOLUMES ................................................. 23 FIGURE 10: SUM OF EXISTINO, YEAR 2009, VACANT LAND, Pa, ID EXISTING ZONING PLAN TRAFFIC VOLUMES ......... 24 FIOUR~ 11: SUM OF EXISTING, YEAR 2009, VACANT LAND, AND COMPRHENSIVE PLAN TRAFFIC VOLUMES ............ 25 FIGURE 12: SUM OF EXISTING, YEAR 2009, VACANT LAND, AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES..... 26 III Dt~CE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS CERTIFICATION I certify that this TRAFFIC IMPACT ANALYSIS has been prepared by me and under my immediate supervision and that I have experience and training in the field of traffic and transportation engineering. A&F ENO~rEEP, INO CO., INC. Indiana Registration 890237 R. Matt Brown E.I. Transportation Engineer IV DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS INTRODUCTION This TRn~'~'iC IMPACT ANALYSIS, prepared at the request at Duke Realty Investments, Inc. is for a proposed retail and office park development that will be located along 96th Street between Meridian Street (U.S. 31) and Springmill Road and Meridian Street and Parkwood Development in Carmel, Indiana. PURPOSE The purpose of this analysis is to determine what effect traffic generated by the proposed development, when fully occupied, will have on the existing adjacent roadway system. This analysis will identify any roadway deficiencies that may exist today or that may occur when this site is developed. Conclusions will be reached that will determine if the roadway system can accommodate the anticipated traffic volumes or will determine the modifications that will be required to the system if it is determined there will be deficiencies in the system resulting from the increased traffic volumes. Recommendations will be made that will address the conclusions resulting from this analysis. These recommendations will address feasible roadway system improvements which will accommodate the proposed development traffic volumes such that there will be safe ingress and egress, to and from the proposed development, with minimal interference to traffic on the public street system. SCOPE OF WORK The scope of work for this analysis is: First, to make traffic volume counts at the following intersections: · 96th Street and Meridian Street/U.S. 31 · 96th Street and Springmill Road · 96th Street and College Avenue · 96th Street and West Drive of Parkwood Development · 103ra Street and Meridian StreeffU. S. 31 1 DDKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS Second, to estimate the number of new trips that will be generated for each of the following: Proposed Development - This is the development as proposed by Duke Realty. Comprehensive Plan -These are the uses that are currently proposed for the vacant parcels of land that are to developed by Duke Realty according to the comprehensive plan. Existing Zoning Plan -These are the uses that are currently proposed for the vacant parcels of land that are to be developed by Duke Realty according to the existing zoning plan. Vacant Lands - The vacant lands within the study area that have been identified by the City of Carmel Department of Community Services. Third, to assign the generated traffic volumes to the driveways and/or roadways that will serve to provide access to each of the individual parcels that have previously been identified to be included in this analysis. Fourth, to distribute the generated traffic volumes from each parcel onto the public roadway system and intersections which have been identified as the study area. Fifth, to prepare an analysis, including a capacity analysis and level of service analysis for each intersection included in the study area for each of the following scenarios: SCENARIO SCENARIO 2: SCENARIO 3: Existing Conditions - Based on existing roadway conditions and traffic volumes. Vacant Land - Add the traffic volumes that will be generated from outside the study area through the year 2009 to the sum of the existing traffic volumes and the vacant land traffic volumes. Existing Zoning Platt - Add the traffic volumes that would be generated by the land use based on the existing zoning plan for the site of the proposed development to the sum of the existing traffic volumes, vacant land traffic volumes, and the year 2009 traffic volumes. 2 DUKE REALTY- 96TM S-fREE'rAND MERIDIAN STREET TRAFFIC IMPACTANALYS1S S CENAP, IO 4: SCENARIO 5: Comprehensive Plan - Add the traffic volumes that would be generated by the land use based on the comprehensive plan for the site of the proposed development to the sum of the existing traffic volumes, vacant land traffic volumes, and the year 2009 traffic volumes. Proposed Development - Substitute the traffic volumes that will be generated by the proposed development land uses for the existing zoning plan traffic volumes. Finally, to prepare a TRAFFIC IMPACT ANALYSIS documenting all data, analyses, conclusions and recommendations to provide for the safe and efficient movement of traffic through the study area. DESCRIPTION OF THE PROJECT The proposed development will be located along 96th Street between Meridian Street (U.S. 31) and Spdngmill Road and Meridian Street and Parkwood Development in Carmel, Indiana. As proposed, the development will consist of the following uses: Site 1:375,000 square feet of office park Site 2:950,000 square feet of office park 300 room hotel with conference center Site 3:110,000 square feet of retail Figure 1 is an area map of the proposed development including the proposed access points. STUDY AREA The study area as defined by the City of Carmel Department of Community Services for this analysis will include the following intersections: · 96th Street and Meridian Street/U.S. 31 96th Street and Springmill Road · 96th Street and College Avenue · 96th Street and West Drive of Parkwood Development · 103'd Street and Meridian StreeffU.S. 31 · Access Points along 96~ Street 3 DUKE REALTY- 96va STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS DESCRIPTION OF VACANT PARCELS The recommended individual parcel land uses and potential build-out for each parcel are listed in Table 1. The locations oiCthe vacant parcels are shown on Figure 2. TABLE 1 - VACANT PARCEL RECOMMENDED LAND USE RECOMMENDED POTENTIAL PARCEL LAND USE BUILD-OUT A Single Family Residential 124 DU B Single Family Residential 60 DU C Office Park 85,250 SF D Office Park 333,336 SF E Medical Office 115,140 SF 4 I A I W 96TH 96th STREET AND MERIDIAN STREET DUKE REALTY ~ITE~ E 103rd ST. D SITE 2 LU I01ST //"lF-'lF'll II II II II II ii--ir-- FIGURE 1 AREA MAP ©1999, A&F Eng;neering Co., ~nc. 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 2 VACANT LANDS ©1999, A&F Engineering Co., ][nc. DUKE RF, ALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS DESCRIPTION OF EXISTING ZONING PLAN USE The City of Carmel Department of Community Services existing zoning plan shows the proposed site to be developed as follows: Site 1: 315,488 square feet of office park Site 2:197,180 square feet of office park 98 single family residential dwelling units Site 3:216,898 square feet of office park 15,200 square feet of retail DESCRIPTION OF COMPREHENSIVE PLAN USE The City of Carmel Department of Community Services comprehensive plan shows this site to developed as follows: Site 1:677,445 square feet of office park Site 2:950,000 square feet of office park 80,000 square feet of retail Site 3:364,000 square feet of office park DESCRIPTION OF THE ABUTTING STREET SYSTEM This proposed development would be served by the public roadway system that includes 1-465, U.S. 31, 96t~ Street, 103~d Street and Springmill Road. INTERSTATE 465 - is a major Interstate loop that surrounds the greater Indianapolis metropolitan area. MERIDIAN STREETfl..[.S. 31 - is a north-south, four-lane divided highway that runs the entire length of Indiana and serves as a major arterial to several mid-size cities throughout the state. This roadway becomes Meridian Street within the Indianapolis City limits. 96m STREET - is an east-west, two-lane roadway that runs from Westfield Boulevard to Keystone Avenue. This street becomes a four-lane facility at Keystone Avenue and continues east to 1-69. 103m STREET - is an east-west roadway that provides access to residential and office park areas just north ofi-465 in Hamilton County, Indiana. SPRINGMILL ROAD - is a north-south, two lane roadway that provides access to several residential areas throughout Marion County and Hamilton County. 7 DUKE REALTY- 96r~ STREET AND MERro[AN STREET TRAFFIC IMPACTANALYSIS 96th Street & U.S. 31 - This intersection is controlled by a full actuated traffic signal. The northbound approach consists of two exclusive left-turn lanes, a shared through/right-mm lane and three through lanes. The southbound approach consists of two exclusive lef~-tum lanes an exclusive right-turn lane and three through lanes. The westbound and eastbound approaches each consist of an exclusive left-turn lane, a shared fight-turn/through lane and a through lane. 96~ Street & College Avenue - This intersection is controlled by a full actuated traffic signal. All approaches at this intersection consist of an exclusive left-mm lane and a shared right- turn/through lane. 96t~ Street & U.S. SpringmillRoad- This intersection is controlled by a four-way stop condition. All approaches consist of a shared left-mm/though/right-mm lane. 103ra Street & U.S. 31 - This intersection is controlled by a full actuated traffic signal. The northbound approach consists of two exclusive lefMum lanes, an exclusive right-mm lane and three through lanes. The southbound approach consists of an exclusive left-turn lane, an exclusive right-turn lane and three through lanes. The westbound and eastbound approaches each consist of an exclusive left-turn lane, an exclusive right-mm lane and a through lane. TRAFFIC DATA Peak hour manual turning movement traffic volume counts and 24 hour volume counts were made at the study intersections and along 96~h Street by A&F Engineering Co., Inc. The traffic turning movement counts include an hourly total of all "through" traffic and all "turning" traftic at the intersection. These counts were made during the hours of 6:00 AM to 9:00 AM and 4:00 PM to 7:00 PM in January and February 1999. The 24-hour counts that were collected along 96th Street were obtained in January 1999. These collected traffic data are included in Appendix A. GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT The estimate of traffic to be generated by the proposed development is a function of the development size and of the character of the land use. Trip Generation~ report was used to calculate the number of trips that will be generated by the proposed development. This report is a compilation of trip data for various land uses as collected by transportation professionals throughout the United States in order to establish the average number of trips generated by various land uses. Table 2 is a summary of the trips that will be generated by the proposed development. Trip Generation, Institute of Transportation Engineers, Sixth Edition, 1997. 8 DUKI~ REALTY- 96TM STREET AND MERIDIAN STRE~'T TRAFFIC IMPACTANALYSlS TABLE 2 - GENERAt'eV TraPS FOR PROPOSED DEVELOPMENT DEVELOPMENT ENFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZE ENTER EXIT ENTER EXIT 1 Office Park 750 375,000 SF 589 73 79 483 2 Office Park 750 950,000 SF 1281 158 176 1082 Hotel 310 300 Rooms 98 62 91 81 3 Retail 820 110,000 SF 103 66 321 348 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS Trip Generation report was used to calculate the number of trips that will be generated by the vacant lands. Table 3 is a summary of the trips that will be generated by the vacant lands. TABLE 3 - GENERATED TRIPS FOR VACANT LANDS DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM PARCEL USE CODE SIZE. ENTER EXIT ENTER EXIT A Residential 210 124 DU 24 72 83 47 B Residential 210 60 DU 13 39 43 24 C Office Park 750 85,250 SF 171 2 l 29 180 D Office Park 750 333,336 SF 534 66 71 439 E Medical Office 720 115,140 SF 224 56 114 308 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN Trip Generation report was used to calculate the number of trips that will be generated by the site based on the existing zoning plan. Table 4 is a summary of these trips. TABLE 4 - GENERATED TRIPS FOR EXISTING ZONING PLAN DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZE ENTER EXIT ENTER EXIT 1 Office Park 750 315,488 SF 510 63 68 420 2 Office Park 750 197,180 SF 344 43 48 297 Residential 210 98 DU 20 59 67 38 3 Office Park 750 216,898 SF 373 46 52 318 Retail 820 15,200 SF 32 20 87 94 9 DUKE REALTY- 96m STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN Trip Generation report was used to calculate the number of trips that will be generated by the site based on the comprehensive plan. Table $ is a summary of these trips. TABLE 5 - GENERATED TRIPS FOR COMPREI-IENSlVE PLAN DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZI:~. ENTER EXIT ENTER EXIT 1 Office Park 750 677,445 SF 966 119 130 798 2 Office Park 750 950,000 SF 1281 158 176 1082 Re~ail 820 80,000 SF 85 55 260 282 3 Office Park 750 364,000 SF 574 71 77 471 INTERNAL TRIPS An internal trip results when a trip is made between two land uses without using the roadway system. Typically, internal trips occur in mixed-use developments. Residential developments are single-use, therefore, no reductions will be applied for internal trips when considering the residential land uses. However, internal trips were accounted for in the trip generation process for the office park and retail developments in this study. PASS-BY TRIPS Pass-by trips are trips already on the roadway system that decide to enter a land use. The pass-by trip equation in Trip Generation Report was used to estimate the reduction in trips for the retail land uses. At the driveways to the proposed development, 100 percent &the generated trips will be applied. ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC An estimate of the annual growth rate for background traffic that will be generated on the street system included in the study area was calculated based on a previous study conducted by A&F Engineering, Inc. The annual growth rate of background traffic to be used for this analysis is 3 percent for all streets. 10 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS PEAK HOUR Based on the existing traffic volumes that were collected for this analysis, the adjacent street peak hour varies between the intersections from 7:00 AM to 8:30 AM and 4:30 PM to 6:00 PM. Therefore, the actual peak hour at each intersection will be used for this analysis to represent the worst case scenario. ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS The study methodology used to determine the traffic volumes, from the proposed development, that will be added to the street system is defined as follows: The volume of traffic that will enter and exit the site must be assigned to the various access points and to the public street system. Using the traffic volume data collected for this analysis, traffic to and from the proposed new site has been assigned to the proposed driveways and to the public street system that will be serving the site. To determine the volumes of traffic that will be added to the public roadway system, the generated traffic must be distributed by direction to the public roadways at their intersection with the driveway. For the proposed development, the distribution was based on the existing traffic patterns and the assignment of generated traffic. The assignment and distribution of the generated traffic volumes for the proposed development sites, the existing zoning plan, the comprehensive plan, and vacant parcels are shown on Figures included in Appendix A. PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the proposed development have been prepared for each of the proposed access points and for each of the study area intersections. The Peak Hour generated traffic volumes for each site are shown on Figures included in Appendix A. Furthermore, the summarized generated traffic volumes for the total development are shown on 11 DUKE REALTY- 96TM STREET AND ~[ERIDIAN STREET TRAFFIC IMPACT ANALY51S Figure 3. These data are based on the previously discussed trip generation data, assignment of generated traffic, and distribution of generated traffic. VACANT LAND TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the vacant land developments, within the study area, have been prepared for the study area intersections. The summarized Peak Hour generated traffic volumes are shown on Figure 4. These data are based on the previously discussed trip generation data, assignment of generated traffic, and the distribution of generated traffic. Figures showing the generated traffic volumes for each vacant parcel are included in Appendix A. EXISTING ZONING PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected fi'om the site if developed in accordance with the existing zoning plan have been prepared for the study intersections. The summarized Peak Hour generated traffic volumes are shown on Figure 5. These data are based on the previously discussed trip generation data, assignment of generated traffic, and the distribution of generated traffic. Figures showing the generated traffic volumes for each site are included in Appendix A. COMPREHENSIVE PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the site if developed in accordance with the comprehensive plan have been prepared for the study intersections. The summarized Peak Hour generated traffic volumes are shown on Figure 6. These data are based on the previously discussed trip generation data, assignment of generated traffic, a~d the distribution of generated traffic. Figures showing the generated traffic volumes for each site are included in Appendix A. YEAR 2009 TRAFFIC VOLUMES To evaluate the future impact of this development on the public roadway system, the existing traffic volumes must be projected forward to a design year. The design year used for this project will be year 2009. The Year 2009 projected traffic volumes are shown on Figure 7. 12 (319) (266) (227) 025) (67) B SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE 96TH --~° ° ~ ~-28 (32) - - ~ (26) ~ { ,~-4(29) (2) 12''~ f ~ (8) ~ ~ ~ ~-4o4 (7' ~ * o~ (154) (5) 26 (998) 120 --~ (493) 118 ~ - ~,-820 lq- (7) s~--~ (40) ~5.-~ "~- 78 .<..,- 1250 ]133) (,51) (761) 154''~ f ~ (2~9) 3~--~ LEGEND GO ---- ~u. (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 3 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 01999, A&F Engineering Co., Inc. 13 ! I SITE I SITE 2 ~ j ,~.-3(,9) (,3) 0) 2"~.. ~- 96TH LEGEND 00 ~UR (00) = P.M, PEAK HOUR = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY 14 E 103rd ST. J~ 102nd ST. ] PENN. PKY ~' ";" "~' 19 (3) - * ~ (430) (86) FIGURE 4 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS ©1999, A&F Engineering Co., Inc. = ~., ~ ;'~= (,) ~- * ~-.41 (5) (277) 42 m m m 96TH I I SITE I SITE 2 LEGEND O0 = A.N(, PEAK HOUR (00) : P.M. PEAK HOUR = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY 15 '~"- 88 (18) (18) (76) E 103rd ST. 102nd ST. J PENN. PKY I (115) 357"=~, t (g2) (2o6) 52~ f r~ (791 ~ ~ ~ (40) 22""~,, ~.~-~ FIGURE 5 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN ©1999, A&F Engineering Co., Inc. (64) =: ~ * (527) 79 ~ A I L g6TH ~ITE 1 SITE 2 E 103rd ST. J 102nd ST. PENN. PKY IE ,~ . =o (81) (64) 476 ~ ~ (285) ,.. v,,., .o'" ¢,_ ~, ~ { ,¢-9(6,) LEGEND 00 = A,M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 6 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN 16 ©1999, A&F Engineer;ng Co., Inc. (169) 96'~ ~ ~ (315) 99 ~ - o~ :235) 66 '~, A W 96TH (478) (1o0 = LEGEND O0 = AmU. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I I ;ITEI SITE 2 Il E 103rd ST. 102nd ST. PENN, PKY IE -- ~'~ ~'~"1~ (6) o~ -- o -,(,.,.. 564 (28) 194 ~ ~ ~ 629 -- (8) 2 ~ FIGURE 7 YEAR 20O9 TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. DUKE REALTY- ~m ~TREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSlS CAPACITY ANALYSIS The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that approach the intersection. The "efficiency" of an intersection is designated by the Level-of- Service (LOS) of the intersection. The LOS of an intersection is determined by a series of calculations commonly called a "capacity analysis". Input data into a capacity analysis include traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized intersections, traffic signal timing. To determine the level of service at each of the study intersections, a capacity analysis has been made using the recognized computer program based on the Highway Capacity Manual (HCM)2. DESCRIPTION OF LEVELS OF SERVICE The following descriptions are for signalized intersections: Level of Service A - describes operations with a very low delay, less than 5.0 seconds per vehicle. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Level of Service B - describes operations with delay in the range of 5.1 to 15.0 seconds per vehicle. This generally occurs with good progression. More vehicles stop than LOS A, causing higher levels of average delay. Level of Service C - describes operation with delay in the range of 15.1 seconds to 25.0 seconds per vehicle. These higher delays may result from failed progression. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Transportation Research Board, National Research Council, Washin~on, DC, Special Report 209, 1985. 18 DUKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS Level of Service D - describes operations with delay in the range of 25.1 to 40.0 seconds per vehicle. At level of service D, the influence of congestion becomes more noticeable. Longer delays may result from some combinations of unfavorable progression. Many vehicles stop, and the proportion of vehicles not stopping declines. Level of Service E - describes operations with delay in the range of 40.1 to 60.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression and long cycle lengths. Level of Service F - describes operations with delay in excess of 60.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. The following list shows the delays related to the levels of service for unsignalized intersections: Level of Service A B C D E F Average Delay (seconds/vehicle) Less than or equal to 5 Between 5.1 and 10 Between 10.1 and 20 Between 20.1 and 30 Between 30.1 and 45 greater than 45 19 D~"K~ REALTY- 96TM STREET AND MERIDIAN STREET TRAFI~IC IMPACT.ANALYSIS CAPACITY ANALYSES SCENARIOS To evaluate the proposed development's effect on the public street system, the traffic volumes from each of the various parts must be added together to form a series of scenarios that can be analyzed. The analysis of these scenarios determines the adequacy of' the existing roadway system. From the analysis, recommendations can be made to improve the public street system so it will accommodate the increased traffic volumes. The City of Carmel Department of Community Services have requested that an analysis be made for the AM Peak Hour and PM Peak Hour for each of the study intersections for each of the following scenarios: SCENARIO 1: SCENARIO 2: SCENARIO SCENARIO 4: SCENARIO 5: Existing Traffic Vohtmes - These are the traffic volumes that were obtained in January and Febma~ 1999. Figure 8 is a summary of these traffic volumes at the study intersections. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes - Figure 9 is a summary of these traffic volumes at the study intersections for the peak hour. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes + Existing Zoning Plan Generated Traffic Volumes - Figure 10 is a summary of these traffic volumes at the study intersections for the peak hours. Existing Traffic Vohtmes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes + Comprehensive Plan Generated Traffic Volumes - Figure 11 is a summmy of these traffic volumes at the study intersections for the peak hours. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Vohtmes + Proposed Development Generated Traffic Volumes - Figure 12 is a summary of these traffic volumes at the study intersections for the peak hour. 20 DUKE REALTY- 96ra STRI~ET AND MERIDIAN TRAFFIC IMPACT ANALYSIS The requested analyses have been completed and the computer solutions showing the level of service results are included in Appendix A. The tables that are included in this report are a summary of the results of the level of service analyses and are identified as follows: Table 6 - 96t~ Street and Meridian Street/U.S. 31 Table 7 - 96ta Street and Springmill Road Table 8 - 96t~ Street and College Avenue Table 9 - 96t~ Street and West Drive of Parkwood Development Table 10 - 103~a Street and Meridian Street/U.S. 31 Table 11 - 96th Street and Site 2 West Access Point Table 12 - 96th Street and Site 2 Middle Access Point Table 13 - 96th Street and Site 2 East Access Point Table 14 - 96th Street and Site 3 Access Poim 21 (ss) 2s.,t' { p (325) 2s % '~ITE I 96TH LEGEND 00 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY SITE 2 22 (238] 050) (242) (181) E 103rd ST. 102nd ST. PENN. PKY - 155 (259) FIGURE 8 EXISTING TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. I I A I I B SITE 2 W 96TH LEGEND 00 = A.M. PEAK HOUR (00) = P,M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY ~ ~--"-~'~'=o = ~ 150 (77) -~'~' ~422 (322) 258 73~ ~m E 103rdST, 102nd ST, PENN. PKY D (373) (308) (4.34) 498 =~ ~ } ~'~ (288) 318 "~ ~ ~ ~ (75) ~._ ~. 23 FIGURE 9 SUM OF EXISTING, YEAR 2009, & VACANT LAND GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. 133 (39) ,~-2~7 (~o7) A I I I SITE I SITE 2 W 96TH (460) (2S) LEGEND 00 = A.M. PEAK HOUR (00).= P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY - '"' '" (340) ~ { ~-47 (75) E 103rd ST. 102nd ST. I PENN. PKY ------ I Ec'--- D FIGURE 10 SUM OF EXISTING, YEAR 2009, VACANT LANDS & EXISTING ZONING PLAN GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. 24 (200) 49"'~ ~ ~ (139)112.a, A I SITE 2 96TH (547) 057) LEGEND oo 7- ~UR (00) = P.u. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY 1172) ~o~,~' ~.150 ~ -~ -, (360) ~ ~ ~-47 (7~) E 103rd ST. 102nd ST. PENN. PKY IE - FIGURE 11 SUM OF EXISTING, YEAR 2009, VACANT LANDS & COMPREHENSIVE PLAN GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. 25 (149) 42'~ f ~ (739) 81-'~ ;~ ~ ! I SITE I SITE 2 W 96TH (464) 506 ~ "", ~ m ~ ; '~-82o(1 ~ ~ (865) (7) 51-~ (702) 697 --~ LEGEND O0 = A.M. PF_AK HOUR (00) = P.M. PF_AK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY ~ ~ (353) ~ { ,~-47 (75) (479) 129"4" ~ ~ (a2s) E 103rd ST. 102nd ST. PENN. PKY IE 1377) 1824 .-~ FIGURE 12 SUM OF EXISTING, YEAR 2009, VACANT LANDS & PROPOSED DEVELOPMENT GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. 26 DUKE REALTY- 9~TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS TABLE 6 - LEVEL OF SERVICE SUMMARY-96TM STREET A_ND MERIDIAN STREETFU. S. 31 AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach C B B B B Southbound Approach E * * * * Eastbound Approach E C * B B Westbound Approach C B B B B Intersection D * * * * PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Noahbound Approach C * C * * Southbound Approach C * C * * Eastbound Approach D ,,, C * C C Westbound Approach D B * C C Intersection D * * * * SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCENARIO3: Sum of Existing, Year 2009, Vacant Land, and Existing Zoning Plan Traffic Volumes with Existing Conditions SCENARIO4: Sum of Existing, Year 2009, Vacant Land, and Comprehensive Plan Traffic Volumes with Proposed Conditions SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions * The intersection operates below acceptable levels. The traffic volumes along Meridian Street cause significant delays at this intersection. Note: The proposed conditions include the modification of the eastbound and westbound approaches to include a right-turn lane, two through lanes and two left-turn lanes. 27 DUKE REALTY- ~j-m STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS TABLE 7 - LEVEL OF SERVICE SLrMMARY-96m STREET AND SPRINGMILL ROAD AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach C * B B B Southbound Approach C * B B B Eastbound Approach D * B B B Westbound Approach C * B B B Intersection C * B B B PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO I 2 3 4 5 Northbound Approach D * B B B Southbound Approach D * C C C Eastbound Approach C * B B B Westbound Approach D * B C C Intersection D * B C B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCENARIO3: Sum of Existing, Year 2009, Vacant Land, and Existing Zoning Plan Traffic Volumes with Proposed Conditions SCENARIO4: Sum of Existing, Year 2009, Vacant Land, and Comprehensive Plan Traffic Volumes with Proposed Conditions SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions * The intersection operates below acceptable levels. The traffic volumes at this intersection exceed the limits of the model. Note: The proposed conditions include the installation of a traffic signal and the modification of all approaches to include a shared right-turn lane/through lane and an exclusive left-turn lane. 28 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAI~IC IMPACT ANALYSIS TABLE 8 - LEVEL OF SERVICE SUMMARY-96w STREET AND COLLEGE AVENUE AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Nordabound Approach A * E * E Southbound Approach A B B C C Eastbound Approach B C B C C Westbound Approach B B E D D Intersection B * D * D PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach B * C C C Southbound Approach B * C D D Eastbound Approach B A C D D Westbound Approach B A C C C Intersection B * C D D SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCEN.~qlO3: Sum of Existing, Year 2009, Vacant Land, and Existing Zoning Plan Traffic Volumes with Proposed Conditions SCENARIO4: Sum of Existing, Year 2009, Vacant Land, and Comprehensive Plan Traffic Volumes with Proposed Conditions SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions * The intersection operates below acceptable levels. The traffic volumes at this intersection cause significant delays. Note: The proposed conditions include the modification of all approaches to include an exclusive right-turn lane, an exclusive through lane and an exclusive left-turn lane. 29 DUKE REALTY - 96~ STREET AND MERIDIAN STR£LrF TRAFFIC IMPACT ANALYSIS TABLE 9 - LEVEL OF SERVICE S~Y-96m STREET AND WEST DRIVE OF PARKWOOD AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach C F C C C Southbound Approach B C C C C Eastbound Approach B B B B B Westbound Approach A B B B B Intersection A A B B B PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach D C B C C Southbound Approach B A B C C Eastbound Approach B F A A B Westbound Approach A F B B B Intersection A F B B B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCEN,~*,IO3: Sum of Existing, Year 2009, Vacant Land, and Existing Zoning Plan Traffic Volumes with Proposed Conditions SCENARIO4: Sum of Existing, Year 2009, Vacant Land, and Comprehensive Plan Traffic Volumes with Proposed Conditions SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions The traffic volumes at this intersection * The intersection operates below acceptable levels. cause significant delays. Note: The proposed conditions include the installation of a traffic signal and the modification of the eastbound and westbound approaches to include a left-turn lane, two through lanes and a right-turn lane. 30 DUKE REALTY- 96m STREET AND ~V~ERIDIAN STREET TRAI~C IMPACTANALYSIS TABLE 10 - LEVEL OF SERVICE SUMMARY- 103~z STREET AND MERIDIAN STREET/U. S. 31 AM PEAKHOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach C * * * * Southbound Approach B * * * * Eastbound Approach D A A A A Westbound Approach D A A A A Intersection C * * * * PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach B * * * * Southbound Approach C * * * * Eastbound Approach D A A A A Westbou ~d Approach D A A A A Intersection C * * * * SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCEN.~*.IO 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCEN~d~IO 3: Sum of Existing, Year 2009, Vacant Land, and Existing Zoning Plan Traffic Volumes with Existing Conditions SCENARIO 4: Sum of Existing, Year 2009, Vacant Land, and Comprehensive Plan Traffic Volumes with Proposed Conditions SCENARIO 5; Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions Note: The proposed conditions include the modification of the eastbound and westbound approaches to include a right-turn lane, two through lanes and two left-turn lanes. 31 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSI$ TABLE 11 - LEVEL OF SERVICE SUMMARY-96na STREET AND SITE 2 WEST ACCESS POl~rr SCENARIO 5 MOVEMENT AM PEAK PM PEAK Southbound Approach B B Eastbound Approach A B Westbound Approach A B Intersection A B SCENAR30 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions Note: The proposed conditions include the installation ora traffic signal at this intersection and the widening of the intersection to include two through lanes along 96th Street and exclusive turn-lanes into the access point. TABLE 12 - LEVEL OF SERVICE SUMMARY-96'm STREET AND SITE 2 MIDDLE ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Northbound Approach F F Southbound Approach * * Eastbound Approach A A Westbound Approach A A Intersection * * SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions * The intersection operates below acceptable levels. The traffic volumes along 96th Street cause significant delays at this intersection. However, a traffic signal installed at the main access point will provide gaps to allow traffic to exit the site at this access point. 32 DUKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS TABLE 13 - LEVEL OF SERVICE S~Y-96TM STREET AND SITE 2 EAST ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Southbound Risht B B Intersection A A SCEN,~O 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions Note: The proposed conditions include constructing this access point as a right-in/right-out drive. TABLE 14 - LEVEL OF SERVICE SLrMMARY-96TM STREET AND SITE 3 ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Southbound Right B C Intersection A A SCENARIO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions Note: The proposed conditions include constructing this access point as a fight-in/fight-out drive. 33 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS CONCLUSIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distribution of generated traffic, capacity analyses with the resulting levels of service that have been prepared for each of the study intersections, and the field review conducted at the site. These conclusions apply only to the AM Peak Hour and PM Peak Hour that were addressed in this analysis. These peak hours are when the largest volumes of traffic will occur. Therefore, if the resulting level of service is adequate during these time periods, the remaining 22 hours will have levels of service that are better than the peak hour, since the existing street traffic volumes are less during the other 22 hours. The traffic conditions along the local street system and at the near-by intersections during the off-peak hours will improve over the current conditions due to the improvements recommended in this report. The proposed development will consist primarily of office park land use. The traffic generated by this land use is much greater during the AM and PM peak hours than the other hours throughout the day. Therefore, the surrounding street system will be impacted to the greatest extent during the AM and PM peak hours by the proposed development generated traffic. The volume over capacity ratios for the critical movements at the intersections of 96th Street and Meridian Street and 103ra Street and Meridian Street ~'ill be improved by the proposed improvements at these intersections. Without the proposed improvements, these critical movements will experience high volume over capacity ratios due to the year 2009, vacant land and existing zoning traffic being added to the intersections without any improvements being constructed. However, these ratios could be reduced substantially when improvements necessary for the proposed development are made. The level-of-service results from each of the study intersections show that the land uses proposed by Duke Realty will not adversely effect the local road system to a greater extent than the land uses recommended by either the existing zoning plan or the comprehensive plan when the improvements to the roadways are implemented as recommended in this report. 34 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS 96m STREET AND U.S. 31 Existing (Scenario /) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and the PM Peak Hour. Vacant Lands (Scenario 2) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the existing intersection conditions. Existing ZoningPlan (Scenario 3) - With the traffic volumes from the existing zoning plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and during the PM Peak Hour with the existing intersection conditions. Comprehensive Plan (Scenario 4) - With the traffic volumes from the comprehensive plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection conditions. The proposed conditions include the modification of the eastbound and westbound approaches to include a right- turn lane, two through lanes and two left-turn lanes. Furthermore, the southbound approach should be modified to include two left-turn lanes, three through lanes, and two right-turn lanes. Proposed Development (Sce~mrio 5) - When the traffic volumes from the proposed development are substituted for the comprehensive plan traffic volumes, this intersection will continue to operate below acceptable levels with the proposed modifications needed by Scenario 4. 35 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSlS 96m STREET AND SPRINGM1LL ROAD Existing (Scenario /) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating at acceptable levels. Vacant Lands (Scenario 2) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, the intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the existing intersection conditions. Exis#ng ZoningPlan (Scenario 3) - With the traffic volumes from the existing zoning plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection conditions. The proposed conditions include the installation of a traffic signal and the modification of all approaches to include a shared right-turn lane/through lane and an exclusive lefMurn lane. Comprehensive Plan (Scenario 4) - With the traffic volumes from the comprehensive plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed improvements needed by Scenario 3. Proposed Development (Scenario 5) - When the traffic volumes from the proposed development are substituted for the comprehensive plan traffic volumes, this intersection will continue to operate at acceptable levels with the proposed improvements needed by Scenario 3. 36 DUKE RI!ALTY - 96TM STREET AND MERIDIAN STREh"T TRAFFIC IMPACTANALYSIS 96TM STREET AND COLLEGE AVENUE Existing (Scenario 0 - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating at acceptable levels. Vacant Lands (Scenario 2) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, the intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the existing intersection conditions. Existing ZoningPlan (Scenario 3) - With the traffic volumes from the existing zoning plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection modifications. The proposed modifications include the installation of an exclusive fight-mm lane, an exclusive left-mm lane and a through lane on all approaches. The existing traffic signal should be modified to include protected/permitted left-mm movements along all approaches. Comprehensive Plan (Scenario 4) - With the traffic volumes from the comprehensive plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and at acceptable levels during the PM Peak Hour w~th the proposed improvements needed by Scenario 3. Proposed Development (Scenario 5) - When the traffic volumes from the proposed development are substituted for the comprehensive plan traffic volumes, this intersection will operate at acceptable levels with the proposed improvements needed by Scenario 3. 37 DUKE REALTY - 96TM STREET AND MI~RIDIAN STREET TRAF~C IMPACTANALYSIS 96'~ STREET AND WEST DRIVE OF PARKWOOD DEVELOPMENT Existing (Scenario /) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating at acceptable levels. Vacant Lands (Scenario 2) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, the intersection will operate at acceptable levels during the AM Peak Hour and below acceptable levels during the PM Peak Hour with the existing geometrics. Existing Zoning Plan (Scenario 3) - When the traffic volumes based on the existing zoning plan are added to the intersection, the intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection conditions. The proposed conditions include the installation of a traffic signal and the modification of the eastbound and westbound approaches to include a right-tm lane, two through lanes and a left-turn lane. Comprehensive Plan (Scenario 4) - With the traffic volumes from the comprehensive plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed improvements needed by Scenario 3. Proposed Development (Scenario 0 - When the traffic volumes from the proposed development are substituted for the comprehensive plan traffic volumes, the intersection will continue operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the improvements needed by Scenario 3. 38 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS 103~ STREET AND U.S. 31 Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and the PM Peak Hour. Vacant Lands (Scenario 2) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the existing intersection geometrics. Existing Zoning Plan (Scenario 3,) - With the traffic volumes from the vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and during the PM Peak Hour with the existing intersection conditions. Comprehensive Plan (Scenario 4) - With the traffic volumes from the comprehensive plan, vacant lands and the background traffic through the Year 2009 added to the existing traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed improvements. The proposed improvements include the modification of the eastbound and westbound approaches to include a right-mm lane, two through lanes and two left-turn lanes. Proposed Development (Scenario 5) - When the traffic volumes from the proposed development are substituted for the comprehensive plan traffic volumes, this intersection will operate below acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed improvements used by Scenario 4. 39 DUKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 96m STREET AND SITE 2 WEST ACCESS POINT Proposed Development (Scenario 5) - This intersection will operate at acceptable levels during the AM and PM Peak Hour with the installation ora traffic signal and the proposed geometrics. These geometries include two through lanes, an exclusive left-mm lane, and an exclusive fight-mm lane to be constructed along 96* Street. Finally, the access should include two outbound left-mm lanes and an outbound fight-mm lane. 96va STREET AND SITE 2 MIDDLE ACCESS POINT Proposed Development (Scenario 5) - This intersection will operate below acceptable levels due to the high volume of through traffic along 96* Street. However, gaps in the traffic stream will be produced by a traffic signal installed at the main access point. These gaps will allow vehicles to exit the site at this access point. 96m STREET AND SITE 2 EAST ACCESS POINT Proposed Development (Scenario 5) - This fight-in/fight-out access will operate above acceptable levels during the AM and PM Peak Hour. 96m STREET AND SITE 3 ACCESS PO1NT Proposed Development (Scenario 5) - This right-in/fight-out access will operate above acceptable levels during the AM and PM Peak Hour. RECOMMENDATIONS Based on this analysis and the conclusions, the following recommendations are made to ensure that the roadway system will operate at acceptable levels of service if the site is developed as proposed. 96m STREET AND U.S. 31 This intersection should be modified to include an exclusive left-mm lane, an exclusive right- mm lane, and two through lanes along the eastbound and westbound approaches. Also, the southbound approach should be reconstructed to include two left-mm lanes, three through lanes, and two right-mm lanes. 40 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS Due to the large amount of traffic along Meridian Street, this intersection may experience delays during the peak periods. These delays will occur independently of the proposed development as traffic increases over time and as traffic is generated from vacant land development. 2. 96va STREET AND SPRINGMILL ROAD · A full actuated traffic signal should be installed at this intersection. · Monitor this intersection and install and a shared right-turn lane/through lane and an exclusive left-turn lane on all approaches when traffic volumes warrant such actions. 3. 96n~ STREET AND COLLEGE AVENUE · Monitor and install an exclusive right-turn lane, an exclusive through lane and an exclusive left-turn lane on all approaches at this intersection when traffic volumes warrant such actions. · The signal should be modified to provide protective/permitted left-turns along all approaches when warranted. 103Pa> STREET AND U.S. 31 Due to the large amount of traffic along Meridian Street, the 103~a Street approaches may experience delays during the peak periods. These delays will occur independently of the proposed development as traffic increases over time and as traffic is generated from vacant land development. The Indiana Department of Transportation has future plans for the modification of U.S. 31. These plans should address the conditions and improvements at this intersection. 5. 96m STREET AND SITE 2 WEST ACCESS POnqr · A full actuated traffic signal should be installed at this access point when warranted. · The proposed access should be constructed with one inbound lane, a right-turn outbound lane, and two left-turn outbound lanes. The inbound lane should be a minimum of sixteen feet in width and the outbound lanes should be a minimum of twelve feet in width. · A left-mm lane and a right-mm lane should be constructed at the proposed access along 96th Street. 41 DUKE REALTY - 96TM STREET AND MERIDIAN STREET T RAImFIC IMPACTANALYSI$ 96TM STREET AND SITE 2 MIDDLE ACCESS POd, Ct The proposed access should be constructed with one inbound lane and two outbound lanes. The inbound lane should be a minimum of sixteen feet in width and the outbound lanes should be a minimum of twelve feet in width. A left-mm lane and a right-mm lane should be constructed at the proposed access along 96th Street. 7. 96TM STREETAND SITE 2 EAST ACCESS POINT. · The proposed access should be constructed as right-in/fight-out only. A right-mm lane should be constructed at the proposed access along 96m Street. 8. 96TM STREET AND SITE 3 ACCESS POINT · The proposed access should be constructed as right-in/right-out only. · A right-mm lane should be constructed at the proposed access along 96th Street. 9. 96TM STREET · Springmill Road to Meridian Street - This section should be upgraded to include two eastbound and two westbound lanes. The roadway should be divided by a shared left-mm lane or a raised median where appropriate. · Meridian Street to Parkwood Y/est Access Point - This section should be modified to include two eastbound and two westbound lanes. The eastbound and westbound approaches of this intersection should be modified to include two through lanes, a left-mm lane, and a right-turn lane. SUMMARY The capacity analysis results fi.om each of the study intersections has shown that the proposed development will not adversely affect the operation of the public roadway system to a greater extent than the land use recommended by the existing zoning plan or the comprehensive plan. The improvements proposed in this report must be implemented when considering the existing zoning traffic volumes, comprehensive plan traffic volumes or the proposed development traffic volumes. 42 DUKE P~EA LTY -- 9dTM STREET AND ~M_ERIDIAN STREET TRAFFIC I.M~ACT A~NALYSIS APPENDIX A This document comains the traffic data that were used in the TRAFFIC IMPACT ANALYSIS for the proposed development. Included is the intersection turning movement traffic volume counts and the intersection capacity analyses for each of the study intersections for the AM Peak Hour and PM Peak Hour. Figures showing the assignments and distributions and generated traffic volumes for the proposed development sites, vacant parcels and existing zoning plan are also included. DUKE REALTY- 96TM STREET AND MERIDIAN STREL;T TRAFFIC IMPACTANALYSI$ APPENDIX A TABLE OF CONTENTS 96TM STREET AND MEPdDL,~N STREET, cU. S. 31 ............................................................................... 1 96TH STREET AND SPRINGM1LL ROAD ......................................................................................... 15 96TH STREET AND COLLEGE AVENUE ......................................................................................... 29 96TH STREET AND WEST DR_~E OF PARKWOOD .......................................................................... 43 103RD STREET AND MER~IAN STREET/U.S. 31 .......................................................................... 61 96TH STREET AND PROFOSED ACCESS POINTS ............................................................................. 77 96TH STREET ............................................................................................................................. 92 ADDITIONAL FIGURES ................................................................................................................ 98 Duxl~ I~ALTY - 96TM STeEr AND M'~IUDiAN STREET TRAFFIC IMMACT ANALYSIS 96TM STREET AND MERIDL~N STREET/U.S. 31 INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY : U.S. 31 & 96TH STREET (01) : JANUARY 20, 1999 NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND PEAK HOUR DATA AM PEAK OFF PEAK PM PEAK HR BEGIN 7=30 AM HR BEGIN 4:30 PM L T R TOT L T R TOT L T R TOT 42 1149 88 1279 64 2028 53 2145 355 197 104 656 316 208 42 566 540 1793 344 2677 337 1247 308 1892 122 133 320 575 144 239 644 1027 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL 6- 7 413 1187 1600 280 223 503 2103 7- 8 1067 2369 3436 579 565 1144 4580 8- 9 1157 2375 3532 601 473 1074 4606 - PM - 4- 5 1812 1771 3583 546 919 1465 5048 5- 6 2064 2101 4165 ~21 884 1405 5570 6- 7 1345 1484 2829 426 530 956 3785 TOTAL 7858 11287 19145 2953 3594 6547 25692 30.6% 43.9% 74.5% 11.5% 14.0% 25.5% 100.0% - AM PEAK VOLUMES - 15-MIN 346 690 183 171 HOUR 1279 2677 656 597 PHF 0.92 0.97 0.90 0.87 - PM PEAK VOLUMES - 15-MIN 619 608 160 276 HOUR 2145 2101 566 1027 PHF 0.87 0.86 0.88 0.93 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : DUKE REALTY LOCATION : U.S. 31 & 96TH STREET DATE : JANUARY 20, 1999 (Ol) DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT I THRU RIGHT TOTAL PASS TRUCK BOTHI PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT 6- 7 19 0 19. 358 10 368 25 1 26 402 11 41 7- 8 28 0 28~ 954 15 969 68 2 70 1050 17 106 8- 9 55 6 61 964 50 1014 78 4 82 1097 60 115 PM 4- 5 58 2 60 1654 57 1711 41 0 41 1753 59 181 5- 6 75 2 77 1891 35 1926 59 2 61 2025 39 206 6- 7 55 0 55 1239 9 1248 41 i 42 1335 10 134 PASSENGER 290 7060 312 7662 96.7% 97.6% 96.9% 97.5% TRUCK 10 176 10 196 3.3% 2.4% 3.1% 2.5% BOTH 300 7236 322 7858 3.8% 92.1% 4.1% 100.0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT 6- 7 175 2 177 70 1 71i 31 1 32 276 4 28 7- 8 310 6 316 152 5 157 106 0 106 568 11 57 8- 9 307 7 314 190 6 196 85 6 91 582 19 60 PM 4- 5 310 14 324 184 3 187 33 2 35 527 19 54 5- 6 274 7 281 191 4 195 41 4 45 506 15 52 6- 7 244 6 250 134 3 137 39 0 39 417 9 42 PASSENGER 1620 921 335 2876 97.5% 97.7% 96.3% 97.4% TRUCK 42 22 13 77 2.5% 2.3% 3.7% 2.6% BOTH 1662 943 348 2953 56.3% 31.9% 11.8% 100.0% A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : DUKE REALTY LOCATION : U.S. 31 & 96TH STREET (01) DATE : JANUARY 20, 1999 DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT! 6- 7 198 5 203 787 8 795 187 2 189 1172 15 118~ 7- 8 397 14 411 1615 24 1639 310 9 319 2322 47 236! 8- 9 384 21 405 1595 69 1664 284 22 306 2263 112 237! PM 4- 5 278 5 283 1150 36 1186 294 8 302 1722 49 1772 5- 6 375 5 380 1362 25 1387 329 5 334 2066 35 210~ 6- 7 263 2 265 934 7 941 277 1 278 1474 10 148~ PASSENGER 1895 7443 1681 11019 97.3% 97.8% 97.3% 97.6% TRUCK 52 169 47 268 2.7% 2.2% 2.7% 2.4% BOTH 1947 7612 1728 11287 17.2% 67.4% 15.3% 100.0% DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU PASS RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH TRUCK BOTH PASS TRUCK BOT! 6- 7 50 0 50 29 1 30 139 4 143 218 5 22~ 7- 8 126 1 127 112 4 116 321 1 322 559 6 56~ 8- 9 99 3 102 121 6 127 237 7 244 457 16 47[ PM 4- 5 119 1 120 217 2 219 573 7 580 909 10 913 5- 6 125 1 126 212 0 212 541 5 546 878 6 88~ 6- 7 73 1 74 178 1 179 274 3 277 525 5 53( PASSENGER 592 869 2085 3546 98.8% 98.4% 98.7% 98.7% TRUCK 7 14 27 48 1.2% 1.6% 1.3% 1.3% BOTH 599 883 21t2 3594 16.7% 24.6% 58.8% 100.0% 4 HCM: SIGNALIZED INTERSECTION SLTMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1AMS1.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 1-Existing Conditions Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 2 < 0 355 197 104 12.0 12.0 26~ 3.00 3.00 3.00 1 2 < 0 122 133 320 12.0 12.0 80 3.00 3.00 3.00 2 4 < 0 42 1149 88 12.0 12.0 22 3.00 3.00 3.00 2 3 1 540 1793 344 12.0 12.0 12.0 172 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 15.0A 20.0A 4.0 4.0 Signal Operations 3 4 NB SB Left Thru Right Peds Left Thru Right Peds EB Right WB Right 5 6 7 8 Green 20.0A 38.0A Yellow/AR 0.0 4.0 105 secs Phase combination order: %1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Intersection LOS = D = 1.031 Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 364 1770 1.027 0.381 61.7 F 44.8 E TR 713 3567 0.425 0.200 24.0 C L 410 1770 0.312 0.381 14.4 B 23.2 C TR 673 3366 0.613 0.200 25.9 D L 573 3539 0.079 0,162 24.1 C 16.9 C TR 2745 7390 0.513 0.371 16.7 C L 573 3539 1.021 0.162 62.9 F 40.1 E T 2076 5588 1.000 0.371 36.6 D R 874 1583 0.207 0.552 7.7 B 32.9 sec/veh 9.0 sec Critical v/c(x) Intersection Delay = Lost Time/Cycle, L = 5 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transporsation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DRlPMS1.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 1-Existing Conditions No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 316 208 42 12.0 12.0 10 3.00 3.00 3.00 We s t bound L T R 1 2 < 0 144 239 644 12.0 12.0 161 3.00 3.00 3.00 Northbound Southbound L T R L T R 2 4 < 0 2 3 1 64 2028 53 337 1247 308 12.0 12.0 12.0 12.0 12.0 13 154 3.00 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right 15.0A 25.0A Green 16.0A 36.0A 4.0 4.0 Yellow/AR 0.0 4.0 104 sees Phase combination order: #1 #2 #5 #6 Intersecgion Performance Summary EB WB NB SB Lane Group: Adj Sat v/c Mvu%ts Cap Flow Ratio L 344 1770 0.968 TR 913 3652 0.290 L 484 1770 0.314 TR 838 3352 0.953 L 442 3539 0.156 TR 2643 7429 0.906 L 442 3539 0.827 T 1988 5588 0.726 R 852 1583 0.190 Ratio Delay 0.433 48 1 0.250 20 4 0.433 12 1 O.250 39 9 0.125 26 0.356 24 0.125 37 0.356 19 0.538 8 Intersection Delay = 26.5 sec/veh Lost Time/Cycle, L = 12.0 sec Critical v/c(x) Approach: LOS Delay LOS E 35.8 D C B 35.5 D D 2 D 24.3 C 2 C 2 D 22.0 C 8 C 0 B Intersection LOS = D = 0.925 6 HCM: SIGNALIZED INTERSECTION SUMM3~RY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96~h Street (N-S) Meridian Street Analyst: RMB File Name: DR1AMS2.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 2-Existing Conditions+Vacant ======================================================================= Eastbound T R 1 2 < 0 498 318 166 12.0 12.0 41 3.00 3.00 3.001 No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Westbound L T R 1 2 < 0 178 184 472 12.0 12.0 118 3.00 3.00 3.00 Northbound L T R 265 4 < 0 494 235 12.0 12.0 58 3.00 3.00 3.00 Southbound L T R 2 3 1 1153 2331 459 12.0 12.0 12.0 229 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right !4.0A 13.0A Green 7.0A ll.0A 4.0 4.0 Yellow/AR 4.0 4.0 61 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 557 1770 0.941 0.525 26.2 D 20.5 C TR 819 3568 0.598 0.230 14.4 B L 557 1770 0.336 0.525 5.5 B 14.7 B TR 771 3358 0.772 0.230 17.6 C L 464 3539 0.151 0.131 15.2 C 14.7 B TR 1408 7157 0.552 0.197 14.6 B L 464 3539 2.693 0.131 * * * * T 1099 5588 2.455 0.197 * * R 779 1583 0.311 0.492 6.1 B Intersection Delay : * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 7 HCM: SIGNALIZED INTERSECTION SUMMR%RY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMS2.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 2-Existing Conditions+Vacant Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 2 < 0 434 288 75 12.0 12.0 19 3.00 3.00 3.00 1 2 < 0 308 373 1233 12.0 12.0 3O8 3.00 3.00 3.00 2 4 < 0 118 2636 97 12.0 12.0 24 3.00 3.00 3.00 2 3 1 502 1621 440 12.0 12.0 12.0 220 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right 32.0A 62.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 0.0 4.0 120 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Group: Adj Sat v/c g/C Approach: Cap Flow Ratio Ratio Delay LOS Delay LOS 549 1770 0.832 0.825 29.3 D 20.4 C 1908 3634 0.199 0 525 9.8 B 882 1770 0.367 0 825 1.8 A 14.8 B 1747 3327 0.822 0 525 17.7 C 118 3539 1.085 0 033 * * * * 495 7421 6.341 0 067 * * 118 3539 4.611 0 033 * * * * 373 5588 5.038 0 067 * * 580 1583 0.398 0 367 18.5 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. Lane Mvmts EB L WB L TR NB L TR SB L T R HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-02-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1AMS3.~C9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 3-Existing Conditions+Vacant+Zonin~ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes i 2 < 0 1 2 < 0 2 4 < 0 2 3 1 Volumes 550 358 188 199 268 534 115 1557 287 1415 2325 688 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 47 133 72 344 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right 7.0A 21.0A Green 7.0A 25.0A 4.0 4.0 Yellow/AR 0.0 4.0 72 secs Phase co~bination order: #1 #2 #5 #6 Intersection Performance Summary Group: Adj Sat v/c ~/C Approach: Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB WB NB SB Lane Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 300 1770 1.930 0.458 * * * * TR 1090 3567 0.506 0.306 13.6 B L 321 1770 0.651 0.458 11.5 B 15.0 B TR 1036 3391 0.713 0.306 16.0 C L 197 3539 0.636 0.056 26.1 D 14.9 B TR 2642 7316 0.777 0.361 14.3 B L 197 3539 7.802 0.056 * * * * T 2018 5588 1.334 0.361 * * R 814 1583 0.445 0.514 7.4 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is ~reater than one. Calculation of D1 is infeasible. 9 HCM: SIGNALIZED INTERSECTION SUMM3LRY Version 2.4g 03-02-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMS3.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 3-Existing Conditions+Vacant+Zoning ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 640 367 124 12.0 12.0 31 3.00 3.00 3.00 Westbound L T R 1 2 < 390 415 1468 12.0 12.0 368 3.00 3.00 3.00 Northbound L 2 143 12.0 3.00 Southbound T R L T R 4 < 0 2 3 1 2637 115 612 1639 499 12.0 12.0 12.0 12.0 29 249 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right 7.0A 7.0A Green 18.0A 45.0A 4.0 4.0 Yellow/AR 4.0 4.0 93 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 232 1770 2.905 0.204 * * * * TR 311 3612 1.635 0.086 * * L 232 1770 1.772 0.204 * * * * TR 286 3320 5.865 0.086 * * L 723 3539 0.216 0.204 19.9 C 15.2 C TR 3668 7416 0.860 0.495 15.0 B L 723 3539 0.917 0.204 35.3 D 16.9 C T 2764 5588 0.687 0.495 12.1 B R 970 1583 0.271 0.613 5.4 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. l0 HCM: SIGNALIZED INTERSECTION SLvMM~LRY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation S~reets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1AMS4.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 4-Existin~ Conditions+Vacant+Comp No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 2 2 1 621 390 12.0 12.0 12.0 105 3.00 3.00 3.00 Westbound Northbound Southbound L T R L T R L T R 2 2 1 2 4 < 0 2 3 2 187 457 566 243 1615 310 1526 2324 1333 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 283 77 666 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * * Thru * Right * Peds WB Left * * Thru * Right * Peds NB Right SB Right * Green 7.0A 10.0A Yellow/AR 4.0 4.0 Cycle Length: 3 4 NB Left Thru Right Peds SB Left * Thru * Righ~ * Peds iEB Right * IWB Right * Green 10.0A 21.0A Yellow/AR 0.0 4 0 5 6 7 8 60 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow EB L 942 3539 T 683 3725 R 554 1583 WB L 915 3539 T 683 3725 R 554 1583 NB L 413 3539 TR 2680 7310 SB L 413 3539 T 2049 5588 R 1742 3167 v/c Ratio 0.715 0.633 0.200 0 222 0 739 0 538 0 639 0 798 4 006 1.313 0.455 g/c Ratio 0.367 0 183 0 350 0 367 0 183 0 350 0 117 0 367 0 117 0 367 0.550 Delay 12.2 160 88 85 179 109 187 123 5.4 Approach: LOS Delay LOS B 13.2 B C B B 13.9 B C B C 13.0 B B B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. l! HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMS4.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4-Existing Conditions+Vacant+Comp ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 2 2 1 2 2 1 ' 2 4 < 0 ' 2 3 2 Volumes 1250 538 306I 369 473 1541 175 2639 107 591 1656 719 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 153 770 26 359 Lost Time 3.00 3.00 3.0013.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * * WB Right * 35.0A 46.0A Green 10.0A 7.0A 4.0 4.0 Yellow/AR 0.0 4.0 110 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 1424 3539 0.952 0.782 25.9 D 21.2 C T 1592 3725 0.373 0.427 13.9 B R 820 1583 0.196 0.518 9.2 B WB L 1438 3539 0.278 0.782 2.8 A 22.8 C T 1592 3725 0.329 0.427 13.6 B R 820 1583 0.988 0.518 38.5 D NB L 225 3539 0.844 0.064 49.4 E * * TR 539 7417 5.839 0.073 * * SB L 225 3539 2.846 0.064 * * * * T 406 5588 4.717 0.073 * * R 1353 3167 0.316 0.427 13.5 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMF~tRY Version 2.49 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1AMS5.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 5-Existin~ Conditions+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 2 2 1 652 353 196 12.0 12.0 12.0 98 3.00 3.00 3.00 2 2 1 208 428 533 12.0 12.0 12.0 266 3.00 3.00 3.00 2 4 < 0 246 1566 248 12.0 12.0 62 3.00 3.00 3.00 2 3 2 1223 2315 1362 12.0 12.0 12.0 681 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 2 7.0A 10.0A 4.0 4.0 60 secs Phase Signal Operations 3 4 NB SB Left Thru Right Peds Left * Thru * Right * Peds EB Right * WB Right * Green 10.0A 21.0A Yellow/AR 0.0 4.0 5 6 7 8 combination order: ~1 #2 #5 ~6 Intersection Performance Summary v/c Ratio 0.760 0 573 0 186 0 251 0 694 0 507 0 647 0 754 3 212 1 308 0 465 Lane Group: Adj Sat Mvmts Cap Flow EB L 930 3539 T 683 3725 R 554 1583 WB L 902 3539 T 683 3725 R 554 1583 NB L 413 3539 TR 2688 7332 SB L 413 3539 T 2049 5588 R 1742 3167 g/c Ratio 0 367 0 183 0 350 0 367 0 183 0 350 0 117 0 367 0 117 0 367 0 550 (sec/veh) Approach: Delay LOS Delay LOS 13.2 B 13.5 B 15.3 C 8.8 B 8.5 B 13.2 B 16.9 C 10.6 B 18.8 C 12.5 B 11.6 B 5.4 B Intersection LOS = * Intersection Delay = * (9/C)*(V/c) is 9rearer than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUM_M3kRY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMS5.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5-Existing Conditions+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 2 2 1 1195 507 228 12.0 12.0 12.0 114 3.00 3.00 3.00 2 2 1 414 424 1391 12.0 12.0 12.0 695 3.00 3.00 3.00 2 4 < 0 155 2630 139 12.0 12.0 35 3.00 3.00 3.00 2 3 2 731 1606 630 12.0 12.0 12.0 315 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * N-B Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * * WB Right * 45.0A 44.0A Green 10.0A 7.0A 4.0 4.0 Yellow/AR 0.0 4.0 118 secs Phase combination order: ~1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c ~/C M%rmts Cap Flow Ratio Ratio EB L 1622 3539 0.799 0.797 T 1421 3725 0.395 0.381 R 738 1583 0.163 0.466 WB L 1640 3539 0.274 0.797 T 1421 3725 0.329 0.381 R 738 1583 0.992 0.466 NB L 210 3539 0.800 0.059 TR 502 7409 6.301 0.068 SB L 210 3539 3.772 0.059 T 379 5588 4.910 0.068 R 1530 3167 0.244 0.483 Intersection Delay = * (sec/veh) Approach: Delay LOS Delay LOS 15 1 C 15.5 C 17 3 C 11 8 B 2 8 A 25.0 C 16 7 C 43 9 E 48.5 E * * 11.6 B Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 14 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS 96TM STREET AND SPRINGMII,L ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 15 CLIENT LOCATION DATE NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY : 96TH STREET & SPRING MILL ROAD : JANUARY 21, 1999 (02) PEAK HOUR DATA AM PEAK OFF PEAK PM PEAK HR BEGIN 7:15 AM HR BEGIN 4:45 PM L T R TOT L T R TOT L T R TOT 9 283 39 331 34 249 70 353 58 344 31 433 34 341 21 396 27 327 31 385 52 251 58 361 33 241 61 335 78 368 46 492 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL 6- 7 98 165 263 198 215 413 676 7- 8 292 349 641 417 319 736 1377 8- 9 267 308 575 376 325 701 1276 - PM - 4- 5 287 '270 557 380 446 826 1383 5- 6 350 339 689 382 463 845 1534 6- 7 206 192 398 298 404 702 1100 TOTAL 1500 1623 3123 2051 2172 4223 7346 20.4% 22.1% 42.5% 27.9% 29.6% 57.5% 100.0% - AM PEAK VCLUMES 15-MIN 95 104 114 91 HOUR 332 385 437 335 PHF 0.87 0.93 0.96 0.92 - PM PEAK VOLUMES - 15-MIN 102 108 116 132 HOUR 353 361 419 492 PHF 0.87 0.84 0.90 0.93 16 CLIENT LOCATICN DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMlW. ARY : DUKE REALTY : 96TH STREET & SPRING MILL ROAD (02) : JANUARY 21, 1999 : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 4 0 4 64 0 64 29 1 30 97 i 98 7- 8 7 0 7 251 2 253 31 1 32 289 3 292 8- 9 9 0 9 191 4 195 62 1 63 262 5 267 PM 4- 5 33 0 33 173 0 173 80 1 81 286 1 287 5- 6 29 0 29 256 4 260 59 2 61 344 6 350 6- 7 16 0 16 138 0 138 52 0 52 206 0 206 PASSENGER 98 1073 313 1484 100.0% 99.1% 98.1% 98.9% TRUCK 0 10 6 16 0.0% 0.9% 1.9% 1.1% BOTH 98 1083 319 1500 6.5% 72.2% 21.3% 100.0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 16 0 16 174 0 174 8 0 8. 198 0 198 7- 8 47 2 49 335 5 340 27 1 28 409 8 417 8- 9 50 1 51 294 8 302 23 0 231 367 9 376 PM 4- 5 24 1 25 339 3 342 12 1 13' 375 5 380 5- 6 30 1 31 328 5 333 18 0 18 376 6 382 6- 7 12 0 12 265 2 267 19 0 19 296 2 298 PASSENGER 179 1735 107 2021 97.3% 98.7% 98.2% 98.5% TRUCK 5 23 2 30 2.7% 1.3% 1.8% 1.5% BOTH 184 1758 109 2051 9.0% 85.7% 5.3% 100.0% 17 A & F ENGINEERING CO., INC. TRAFFIC VO~,UME SUMMARY CLIENT LOCATION DATE : DUKE REALTY : 96TH STREET & SPRING MILL ROAD : JANUARY 21, 1999 (02) DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 21 0 21 132 i 133 9 2 11 162 3 165 7- 8 24 0 24 302 1 303 22 0 22 348 1 349 8- 9 44 0 44 238 0 238 26 0 26 308 0 308 PM 4- 5 42 0 42 179 2 181 46 1 47 267 3 270 5- 6 50 1 51 234 1 235 53 0 53 337 2 339 6- 7 19 0 19 141 0 141 32 0 32 192 0 192 PASSENGER 200 1226 188 1614 99.5% 99.6% 98.4% 99.4% TRUCK 1 5 3 9 0.5% 0.4% 1.6% 0.6% BOTH 201 1231 191 1623 12.4% 75.8% 11.8% 100.0% DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 18 0 18 172 3 175 22 0 22 212 3 215 7- 8 26 i 27 230 3 233 59 0 59 315 4 319 8- 9 37 0 37 227 8 235i 53 0 53 317 8 325 PM 4- 5 54 1 55 337 4 341 50 0 50 441 5 446 5- 6 78 0 78 339 1 340 45 0 45 462 1 463 6- 7 48 0 48 328 0 328! 28 0 28 404 0 404 PASSENGER 261 1633 257 2151 99.2% 98.8% 100.0% 99.0% TRUCK 2 19 0 21 0.8% 1.2% 0.0% 1.0% BOTH 263 1652 257 2172 12.1% 76.1% 11.8% 100.0% HCS: Unsignalized Intersections Release 2.1g DR2AMS1.HC0 Page 1 Cen~er For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Springmill Road (E-W) 96th Street Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 1 - Existin~ Conditions (AM P eak) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 0 · 1 < 0 0 · 1 < 0 0 · 1 < 0 0 > 1 < 0 Volumes 58 344 31 33 241 61 9 283 39 27 327 31 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Volume Summary and Capacity Analysis WorkSheet EB WB NB SB LT Flow Rate 61 35 9 28 RT Flow Rate 33 64 41 33 Approach Flow Rate 456 353 348 405 Proportion LT 0.13 0.10 0.03 0.07 Proportion RT 0.07 0.18 0.12 0.08 0pposin~ Approach Flow Rate 353 456 405 348 Conflictin~ Approaches Flow Rate 753 753 809 809 Proportion, Subject Approach Flow Rate 0.29 0.23 0.22 0.26 Proportion, Opposin~ Approach Flow Rate 0.23 0.29 0.26 0.22 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposin~ Approach 35 61 28 9 RT, Opposing Approach 64 33 33 41 LT, Conflicting Approaches 37 37 96 96 RT, Conflictin~ Approaches 74 74 97 97 Proportion LT, Opposin~ Approach 0.10 0.13 0.07 0.03 Proportion RT, Opposing Approach 0.18 0.07 0.08 0.12 Proportion LT, Conflicting Approaches 0.05 0.05 0.12 0.12 Proportion RT, Conflictin~ Approaches 0.10 0.10 0.12 0.12 Approach Capacity 571 519 500 531 Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS EB 456 571 0.80 20.8 D WB 353 519 0.68 13.3 C NB 348 500 0.70 14.1 C SB 405 531 0.76 18.1 C Intersection Delay = 16.9 Level of Service (Intersection) 19 = C HCS: Unsignalized Intersections Release 2.1g DR2PMS1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Springraill Road (E-W) 96th Street Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 1 - Existing Conditions (PM P eak) All-way Stop-controlled Intersection NO. Lanes Volumes PHF Eastbound L T R 0 > 1 < 0 34 341 21 .95 .95 .95 Westbound L T R 0 > 1 < 0 78 368 46 .95 .95 .95 Northbound L T R 0 > 1 < 0 34 249 70 · 95 .95 .95 Southbound L T R 0 > 1 < 0 52 251 58 .95 .95 .95 Volume Summary and Capacity Analysis WorkSheet EB WB NB SB LT Flow Rate 36 82 36 55 RT Flow Rate 22 48 74 61 Approach Flow Rate 417 517 372 380 Proportion LT 0.09 0.16 0.10 0.14 Proportion RT 0.05 0.09 0.20 0.16 Opposing Approach Flow Rate 517 417 380 372 Conflicting Approaches Flow Rate 752 752 934 934 Proportion, Subject Approach Flow Rate 0.25 0.31 0.22 0.23 Proportion, Opposing Approach Flow Rate 0.31 0.25 0.23 0.22 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 82 36 55 36 RT, Opposing Approach 48 22 61 74 LT, Conflicting Approaches 91 91 118 118 RT, Conflicting Approaches 135 135 70 70 Proportion LT, Opposing Approach 0.16 0.09 0.14 0.10 Proportion RT, Opposing Approach 0.09 0.05 0.16 0.20 Proportion LT, Conflicting Approaches 0.12 0.12 0.13 0.13 Proportion RT, Conflicting Approaches 0.18 0.18 0.07 0.07 Approach Capacity 551 582 452 475 Intersection Performance Summary Approach Movement Flow Rate EB 417 WB 517 NB 372 SB 380 Approach V/C Average Capacity Ratio Total Delay LOS 551 0.76 17.7 C 582 0.89 29.2 D 452 0.82 22.8 D 475 0.80 20.9 D Intersection Delay = 23.1 Level of Service (Intersection) 2O = D HCS: Unsignalized Intersections Release 2.1g DR2AMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Springmill Road (E-W) 96th Street Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 2 - Existing+Vacant (AM P eak) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes 0 > 1 < 0 0 · 1 < 0 0 · 1 < 0 0 · 1 < 0 Volumes 76 479 42 46 320 102 13 370 70 113 432 43 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Range Limit(s) Exceeded From HCM Range of Model Validity (p. 10-37): The intersection volume exceeds 2100 vph. 2! HCS: Unsi~nalized Intersections Release 2.i~ DR2PMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Sprin~mill Road (E-W) 96th Street Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 2 Existing+Vacant (PM P eak) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 47 456 28 120 512 146 46 332 95 111 331 77 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Range Limit(s) Exceeded From HCM Range of Model Validity (p. 10-37): The intersection volume exceeds 2100 vph. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2AMS3.HC9 _ Area Type: Other 2-15-99 AM Peak Comment: Scenario 3-Existing+Vacant+Zoning Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes 1 1 < 0 1 ~ < 0 1 1 < 0 1 1 < 0 -- volumes 87 493 42 50 323 131 13 381 86 150 436 45 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 23 32 21 11 -- Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * -- Peds Peds WB Left * SB Left * Thru * Thru * -- Right * Right * Peds Peds NB Right EB Right SB Right WB Right -- Green 22.0A Green 30.0A Yellow/AR 4.0 Yellow/AR 4.0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: _ Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 141 367 0.654 0.383 16.8 C 14.2 B TR 710 1852 0.759 0.383 13.7 B WB L 124 324 0.427 0.383 10.3 B 11.2 B TR 689 1797 0.645 0.383 11.3 B NB L 199 386 0.070 0.517 4.7 A 6.4 B -- TR 941 1822 0.499 0.517 6.5 B SB L 221 428 0.715 0.517 14.2 B 8.4 B TR 952 1843 0.519 0.517 6.6 B _ Intersection Delay = 10.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.734 23 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2PMS3.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 3-Existing+Vacant+Zoning ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 I < 0 50 460 28 12.0 12.0 7 3.00 3.00 3.00 1 1 < 0 135 526 185 12.0 12.0 46 3.00 3.00 3.00 i 1 < 0 46 336 102 12.0 12.0 25 3.00 3.00 3.00 t 1 < 0 145 341 86 12.0 12.0 21 3.00 3.00 3.00 Signal Operations Phase Combination 1 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 29.0A Yellow/AR 4.0 Cycle Length: 60 secs 2 3 Phase combination order: 4 5 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right Green 23.0A Yellow/AR 4.0 #1 #5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c 9/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 124 248 0.427 0.500 7.6 B 7.2 B TR 926 1851 0.547 0.500 7.2 B L 178 356 0.798 0.500 22.7 C 12.9 B TR 902 1804 0.777 0.500 11.0 B L 169 423 0.284 0.400 8.1 B 10.0 B TR 724 1811 0.600 0.400 10.2 B L 162 406 0.942 0.400 49.9 E 20.6 C TR 727 1818 0.589 0.400 10.1 B EB WB NB SB Intersection Delay = 12.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.862 24 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation S~reets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2AMS4.HC9 -- Area Type: Other 2-15-99 AM Peak Comment: Scenario 4-Existing+Vacant+Comp Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 < 0 95 517 42 12.0 12.0 10 3.00 3.00 3.00 i 1 < 0 52 326 146 12.0 12.0 36 3.00 3.00 3.00 I 1 < 0 13 389 109 12.0 12.0 27 3.00 3.00 3.00 1 1 < 0 157 434 45 12.0 12.0 11 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 24.0A Yellow/AR 4.0 Cycle Length: 62 secs 3 Phase combination order: 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Kight WB Right Green 30.0A Yellow/AR 4.0 #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 143 355 0.699 0.403 19.2 C 14.7 B TR 745 1847 0.775 0.403 13.9 B WB L 120 298 0.458 0.403 10.7 B 10.9 B TR 723 1792 0.635 0.403 10.9 B NB L 188 376 0.074 0.500 5.2 B 7.4 B TR 907 1814 0.547 0.500 7.4 B SB L 185 370 0.892 0.500 35.2 D 14.3 B TR 921 1843 0.534 0.500 7.3 B Intersection Delay = 12.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.840 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2PMS4.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4-Existing+Vacant+Comp Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 < 0 50 464 28 12.0 12.0 7 3.00 3.00 3.00 1 1 < 0 157 547 188 12.0 12.0 47 3.00 3.00 3.00 1 1 < 0 46 335 105 12.0 12.0 26 3.00 3.00 3.00 1 1 < 0 153 347 93 12.0 12.0 23 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 29.0A Yellow/AR 4.0 Cycle Length: 61 secs 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 24.0A Yellow/AR 4.0 Phase combination order: #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 122 248 0.434 TR 910 1851 0.560 L 169 343 0.978 TR 888 1805 0.817 L 166 406 0.289 TR 741 1809 0.589 L 168 410 0.957 TR 744 1816 0.590 Intersection Delay = EB WB NB SB g/c Ratio 0.492 0 492 0 492 0 492 0 0 0 0 16 410 410 4~0 410 0 Approach: Delay LOS Delay LOS 8.0 B 7.7 B 7.6 B 56.7 E 20.9 C 12.7 B 8.1 B 9.8 B 10.0 B 52.9 E 21.5 C 10.0 B sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.969 26 HCM: SIGNALIZED INTERSECTION SL~MMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2AMS5.HC9 _ Area Type: Other 2-15-99 AM Peak Co~ent: Scenario 5-Existing+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound -- L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 < 0 88 506 42 12.0 12.0 10 3.00 3.00 3.00 1 1 < 0 50 324 130 12.0 12.0 32 3.00 3.00 3.00 1 1 < 0 13 382 98 12.0 12.0 24 3.00 3.00 3.00 1 1 < 0 144 433 44 12.0 12.0 11 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Feds WB Left * Thru * Right * Peds NB Right SB Right Green 23.0A Yellow/AR 4.0 Cycle Length: 61 secs 3 4 Phase combination order: NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 30.0A Yellow/AR 4.0 #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 148 377 0.626 0.393 15.2 C 14.4 B TR 726 1846 0.779 0.393 14.2 B WB L 122 310 0.434 0.393 10.3 B 10.8 B TR 707 1798 0.628 0.393 10.9 B NB L 196 386 0.071 0.508 4.9 A 6.9 B TR 924 1817 0.520 0.508 6.9 B SB L 205 403 0.742 0.508 16.7 C 9.2 B TR 937 1843 0.523 0.508 6.9 B Intersection Delay = 10.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.758 27 HCM: SIGNALIZED INTERSECTION SU~ARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Stree~ (N-S) Springmill Road Analyst: RMB File Name: DR2PMS5.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5-Existing+Vacant+Prop. Devel. No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R i 1 < 0 49 464 28 12.0 12.0 7 3.00 3.00 3.00 Westbound L T R 1 1 < 0 149 538 178 12.0 12.0 45 3.00 3.00 3.00 Northbound L 1 46 12.0 3.00 Southbound T R L T R 1 < 0 1 1 < 0 334 105 140 341 87 12.0 12.0 12.0 26 22 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right 29.0A Green 23.0A 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mv~ats Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 124 248 0.419 0.500 7.5 B 7.3 B TR 925 1851 0.551 0.500 7.2 B WB L 175 350 0.898 0.500 37.1 D 15.8 C TR 904 1807 0.781 0.500 11.1 B NB L 169 423 0.284 0.400 8.1 B !0.0 B TR 724 1809 0.603 0.400 10.2 B SB L 162 404 0.910 0.400 43.0 E 18.5 C TR 727 1818 0.589 0.400 10.1 B Intersection Delay = 13.4 sec/'~eh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.904 28 DLIKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 96Ta STREET AND COLLEGE AVENUE INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 29 CLIENT : LOCATION : DATE : NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY DUKE REALTY 96TH STREET & COLLEGE AVENUE (03) JANU2tRY 25, 1999 PEAK HOUR DATA AM PEAK HR BEGIN 7:30 AM L T R TOT 209 470 38 717 74 76 51 201 29 267 129 425 36 293 95 424 OFF PEAK T R PM PEAK HR BEGIN TOT L T 137 373 130 242 108 454 58 238 5:00 PM R TOT 48 558 181 553 112 674 52 348 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - ~ - 6- 7 202 154 356 115 131 246 602 7- 8 619 377 996 183 393 576 1572 8- 9 540 373 913 220 309 529 1442 - PM - 4- 5 433 592 1025 460 259 719 1744 5- 6 558 674 1232 553 348 901 2133 6- 7 314 323 637 387 218 605 1242 TOTAL 2666 2493 5159 1918 1658 3576 8735 30.5% 28.5% 59.1% 22.0% 19.0% 40.9% 100.0% - AM PEAK VOLUMES - 15-MIN 212 119 70 121 HOUR 728 425 220 426 PHF 0.86 0.89 0.79 0.88 - PM PEAK VOLUMES - 15-MIN 161 206 153 99 HOUR 558 738 553 348 PHF 0.87 0.90 0.90 0.88 3O A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY : 96TH STREET & COLLEGE AVENUE : JANUARY 25, 1999 (O3) DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 72 3 75 110 3 113 13 i 14 195 7 202 7- 8 182 1 183 407 4 411 22 3 25 611 8 619 8- 9 172 5 177 322 7 329 33 1 34 527 13 540 PM 4- 5 112 5 117 262 7 2691 44 3 47 418 15 433 5- 6 136 i 137 370 3 373 45 3 48 551 7 558 6- 7 82 2 84! 195 2 197 32 i 33 309 5 314 ;ASSENGER 756 1666 189 2611 97.8% 98.5% 94.0% 97.9% TRUCK 17 26 12 55 2.2% 1.5% 6.0% 2.1% BOTH 773 1692 201 2666 29.0% 63.5% 7.5% 100.0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH!PASS TRUCK BOTH:PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 39 3 42! 37 5 421 29 2 31 105 !0 115 7- 8 67 9 76I 68 i 69i 37 1 38 172 11 183 8- 9 61 3 64 105 3 I08i 44 4 48 210 10 220 PM 4- 5 138 8 146 187 6 193 117 4 121 442 18 460 5- 6 125 5 130 238 4 242 180 1 181 543 10 553 6- 7 75 0 75 194 0 194 115 3 118 384 3 387 ~A$SENGER 505 829 522 1856 94.7% 97.8% 97.2% 96.8% TRUCK 28 19 15 62 5.3% 2.2% 2.8% 3.2% BOTH 533 848 537 1918 27.8% 44.2% 28.0% 100.0% 3! A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMI~ARY CLIENT LOCATION DATE : DUKE REALTY : 96TH STREET & COLLEGE AVENUE : JANUARY 25, 1999 (O3) DIRECTION OF TRAVEL : SOUTHBOUND HoUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 11 0 11 97 0 97 46 0 46 154 0 154 7- 8 22 0 22 235 0 235 118 2 120 375 2 377 8- 9 33 3 36 225 3 228 108 1 109 366 7 373 PM 4- 5 72 1 73 374 2 376 137 6 143 583 9 592 5- 6 108 0 108 451 3 454 110 2 112 669 5 674 6- 7 50 0 50 207 i 208 65 0 65 322 I 323 PASSENGER 296 1589 584 2469 98.7% 99.4% 98.2% 99.0% TRUCK 4 9 11 24 1.3% 0.6% 1.8% 1.0% BOTH 300 1598 595 2493 12.0% 64.1% 23.9% 100.0% DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 21 0 21 97 0 97 12 i 13 130 i 131 7- 8 35 1 36 262 4 266 89 2 91 386 7 393 8- 9 35 0 35 216 5 221 51 2 53 302 7 309 PM 4- 5 34 2 36 173 2 175 48 0 48 255 4 259 5- 6 57 1 58 2~8 0 238 52 0 52 347 I 348 6- 7 43 0 43 128 1 139 36 0 36 217 1 218 PASSENGER 225 1124 288 1637 98.3% 98.9% 98.3% 98.7% TRUCK 4 12 5 21 1.7% 1.1% 1.7% 1.3% BOTH 229 1136 293 1658 13.8% 68.5% 17.7% 100.0% 32 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS1.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 1 - Existing Conditions ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 < 0 74 76 51 12.0 12.0 13 3.00 3.00 3.00 Westbound L T R 1 1 < 0 36 293 95 12.0 12.0 24 3.00 3.00 3.00 Northbound L T R i 1 < 0 209 470 38 12.0 12.0 9 3.00 3.00 3.00 Southbound L T R 1 1 < 0 29 267 129 12.0 12.0 32 3.00 3.00 3.00 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right 17.0A Green 35.0A 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: M%-mts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 124 414 0.628 0,300 18.3 C 13.4 B TR 531 1770 0.226 0.300 10.2 B WB L 388 1294 0.098 0,300 9.8 B 14.5 B TR 542 1808 0.706 0.300 14.9 B NB L 400 667 0.550 0.600 5.9 B 5.0 A TR 1108 1846 0.475 0.600 4.6 A SB L 230 384 0.135 0.600 3.4 A 4.0 A TR 10~3 1788 0.357 0,600 4.0 A Intersection Delay = 7.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.602 33 HCM: SIGNALIZED INTERSECTION SUMM3LRY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation S~reets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS1.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 1 - Existing Conditions No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 1 < 0 1 1 < 0 1 1 < 0 1 1 <0 130 242 181 58 238 52 137 373 48 108 454 112 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 45 13 12 28 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3,00 3.00 3,00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 20.0A Green 32.0A Yellow/AR 4.0 Yellow/AR ~ 0 Cycle Length: 60 secs Phase combination order: ~1 #5 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 242 690 0.567 TR 617 1762 0.647 L 154 441 0.395 TR 638 1824 0.457 L 168 306 0.856 TR 1011 1838 0.426 L 292 531 0.390 TR 1000 1819 0.567 Intersection Delay = g/C Approach: Ratio Delay LOS Delay LOS 0.350 12.5 B 12.3 B 0.350 12.3 B 0.350 10.4 B 10.2 B 0.350 10.1 B 0.550 29.6 D 11.4 B 0.550 5.3 B 0.550 5.5 B 6.1 B 0,550 6.3 B 9.8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.774 34 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS2.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 2 - Existin~ Conditions+Vacant Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 < 0 134 110 73 12.0 12.0 18 3.00 3.00 3.00 1 1 < 0 47 422 150 12.0 12.0 37 3.00 3.00 3.00 1 1 < 0 296 625 49 12.0 12.0 12 3.00 3.00 3.00 1 1 < 0 43 350 178 12.0 12.0 44 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thr~ * Right * Peds WB Left * Thru Right * Peds NB Right SB Right Green 40.0A Yellow/AR 0.0 Cycle Length: 70 secs 3 Phase combination order: 4 5 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right Green 26.0A Yellow/AR 4.0 ~1 #5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 154 292 0.914 TR 936 1770 0.186 L 600 1136 0.082 TR 954 1804 0.590 L 106 276 2.931 TR 712 1847 0.978 L 106 276 0.423 TR 688 1785 0.739 EB WB NB SB Intersection Delay = * g/C Approach: Ratio Delay LOS Delay LOS 0.529 43.4 E 22.5 C 0.529 5.6 B 0.529 5.3 B 7.8 B 0.529 8.0 B 0.386 * * * * 0.386 34.9 D 0.386 11.8 B 14.6 B 0.386 14.9 B (sec/veh) Intersection LOS = * (9/C)*(v/c) is 9rearer than one. Calculation of D1 is infeasible. 35 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS2.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 2 - Existing Conditions+Vacant ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 < 0 188 354 258 12.0 12.0 64 3.00 3.00 3.00 1 1 < 0 75 322 77 12.0 12.0 19 3.00 3.00 3.00 1 ! < 0 186 490 62 12.0 12.0 15 3.00 3.00 3.00 1 1 < 0 170 607 198 12.0 12.0 49 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right 40.0A Green 17.0A 4.0 Yellow/kR 4.0 65 secs Phase combination order: ~1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c 9/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 409 649 0.484 0.631 4.8 A 4.7 A TR 1113 1764 0.519 0.631 4.6 A WB L 209 332 0.377 0.631 4.3 A 3.8 A TR 1148 1820 0.348 0.631 3.7 A NB L 115 414 1.710 0.277 * * * * TR 509 1839 1.109 0.277 * * SB L 115 414 1.561 0.277 * * * * ~ 501 1808 1.588 0.277 * * Intersection Delay = * (sec/veh) Intersection LOS = * {g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 36 HCM: SIGNALIZED INTERSECTION S~Y Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS3.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 3 - Existing Conditions+Vacant+Zoning Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 137 125 81 12.0 12.0 12.0 40 3.00 3.00 3.00 1 i 1 47 510 150 12.0 12.0 12.0 75 3.00 3.00 3.00 1 1 1 337 635 49 12.0 12.0 12.0 24 3.00 3.00 3.00 1 1 43 351 199 12.0 12.0 12.0 99 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal 0perazions 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 7.0A 25.0A Green 8.0A 28.0A 4.0 0.0 Yellow/AR 4.0 4.0 80 secs Phase combination order: #1 #2 #5 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c My-mrs Cap Flow Ratio L 270 1770 0.533 T 512 1863 0.258 R 435 1583 0.099 L 484 1770 0.101 T 512 1863 1.048 R 435 1583 0.181 L 342 1770 1.038 T 675 1863 0.989 R 574 1583 0.047 L 292 1770 0.154 T 675 1863 0.546 R 574 1583 0.183 Intersection Delay = g/c Ratio Delay 0.412 13.2 0.275 14.7 0.275 14 0 0.412 9 3 0.275 63 5 0.275 14 3 0.512 58 3 0.363 40 5 0.363 10 7 0.512 9 6 0.363 13 8 0.363 11 3 37.2 sec/veh Lost Time/Cycle, L = 9.0 sec Critical v/c(x) Approach: LOS Delay LOS B 13.9 B B B B 53.6 E F B E 45.8 E E B B 12.9 B B B Intersection LOS = D = 1.034 37 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS3.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 3 - Existing Conditions+Vacant+Zoning ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 1 206 430 297 12.0 12.0 12.0 148 3.00 3.00 3.00 1 1 1 75 340 77 12.0 12.0 12.0 28 3.00 3.00 3.00 1 1 1 197 491 62 12.0 12.0 12.0 31 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: T R 1 1 1 170 615 201 12.0 12.0 12.0 100 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Peds * SB Left * * * Thru * * Right * Peds EB Right WB Right 7.0A 28.0A Green 7.0A 35.0A 4.0 4.0 Yellow/AR 4.0 4.0 93 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 260 1770 0.835 0.430 26.3 D 22.8 C T 581 1863 0.780 0.312 23.5 C R 494 1583 0.318 0.312 15.9 C WB L 232 1770 0.341 0.430 12.4 B 17.5 C T 581 1863 0.616 0.312 19.0 C R 494 1583 0.105 0.312 14.7 B NB L 232 1770 0.892 0.505 36.2 D 22.7 C T 721 1863 0.717 0.387 18.0 C R 613 1583 0.052 0.387 11.5 B SB L 232 1770 0.772 0.505 21.1 C 24.3 C T 721 1863 0.897 0.387 27.3 D R 613 1583 0.175 0.387 12.1 B Intersection Delay = 22.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.875 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS4.HC9 Area ~¥pe: Other 2-15-99 AM Peak Cormment: Scenario 4 - Existing Conditions+Vacant+Comp No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 1 145 137 86 i12.0 12.0 12.0 43 3.00 3.00 3.00 westbound L T R 1 1 47 623 150 12.0 12.0 12.0 75 3.00 3.00 3.00 Northbound Southbound T R L T R I 1 1 1 1 1 393 644 49 43 352 260 12.0 12.0 12.0 12.0 12.0 12.0 24 130 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * * Thru * Right * Peds WB Left * Thru * Right * Feds NB Right SB Right Green Yellow/AR Cycle Length: 3 4 NB SB Left Thru Right Feds Left Thru Right Feds EB Right WB Right 5 6 7 8 5.0A 34.0A Green ll.5A 31.0A 4.0 4.0 Yellow/AR 4.0 4.0 98 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow EB L 185 1770 T 669 1863 R 568 1583 WB L 500 1770 T 669 1863 R 568 1583 NB L 339 1770 T 611 1863 R 520 1583 SB L 303 1770 T 611 1863 R 520 1583 v/c Ratio 0 827 0 215 0 081 0 098 0 981 0 139 1 221 1 109 0.052 0.149 0.607 0.264 g/c Ratio 0 451 0 359 0 359 0 451 0 359 0 359 0 487 0 328 0 328 0.487 0.328 0.328 Approach: Delay LOS Delay LOS 31.8 D 21.9 C 14.1 B 13.3 B 9.9 B 37.5 D 42.5 E 13.6 B 14.5 B 11.8 B 17.6 C 19.0 C 15.6 C Intersection Delay = * (sec/veh) Intersection LOS * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 39 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS4.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4 - Existing Conditions+Vacant+Comp ======================================================================= NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 1 263 531 344 12.0 12.0 12.0 172 3.00 3.00 3.00 Westbound L T R 1 1 1 75 360 77 12.0 12.0 12.0 38 3.00 3.00 3.00 Northbound L T R 1 1 1 209 493 62 12.0 12.0 12.0 31 3.00 3.00 3.00 Southbound L T R 1 1 1 170 623 224 12.0 12.0 12.0 112 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Peds * SB Left * * * Thru * * Right * Peds EB Right WB Right 10.0A 27.0A Green 8.0A 31.0A 4.0 4.0 Yellow/AR 4.0 4.0 92 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 301 1770 0.920 0.457 35.6 D 38.1 D T 567 1863 0.986 0.304 46.3 E R 482 1583 0.376 0.304 16.5 C WB L 292 1770 0.271 0.457 12.0 B 18.4 C T 567 1863 0.668 0.304 20.2 C R 482 1583 0.085 0.304 14.8 B NB L 254 1770 0.866 0.478 31.1 D 24.5 C T 648 1863 0.801 0.348 22.5 C R 551 1583 0.058 0.348 12.9 B SB L 254 1770 0.705 0.478 17.6 C 39.2 D T 648 1863 1.012 0.348 49.7 E R 551 1583 0.214 0.348 13.7 B Intersection Delay = 32.2 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 1.000 4O HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS5 .HC9 Area Type: Other 2-~5-99 AM Peak Comment: Scenario 5 Existing Conditions+Vacant+Prop. Devel. No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound Westbound Northbound Southbound L T R L T R L T R L T 1 1 1 143 129 84 12.0 12,0 12.0 42 3.00 3.00 3.00 1 1 1 47 557 150 12.0 12.0 12.0 75 3.00 3.00 3.00 ! 1 1 363 637 49 12.0 12.0 12.0 24 3.00 3.00 3.00 1 1 1 43 351 255 12.0 12.0 12.0 127 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * * Thru * Right * Peds WB Left * * Thru * Right * Peds NB Right SB Right Green 5.0A 29.0A Yellow/AR 4.0 4.0 3 4 NB Left Thru Right Peds SB Left * * Thru * Right * Peds EB Right WB Right Green ll. SA 31.0A Yellow/AR 4.0 4.0 5 6 7 8 Cycle Length: 93 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Surmmary Lane Group: Adj Sat v/c 9/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 195 1770 0.774 0.422 25.8 D 19.7 C T 604 1863 0.225 0.324 14.7 B R 513 1583 0.086 0.324 14.0 B L 475 1770 0.103 0.422 10.4 B 36.4 D T 604 1863 0.970 0.324 41.5 E R 513 1583 0.154 0.324 14.4 B L 367 1770 1.041 0.514 60.5 F 58.0 E T 644 1863 1.041 0.346 58.4 E R 548 1583 0.049 0.346 13.0 B L 320 1770 0.141 0.514 10.7 B 15.7 C T 644 1863 0.573 0.346 16.9 C R 548 1583 0.245 0.346 14.0 B EB WB NB SB Intersection Delay = 38.8 sec/veh Intersection LOS = D Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 1.040 4! HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS5.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5 Existing Conditions+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 1 1 253 479 325 12.0 12.0 12.0 162 3.00 3.00 3.00 No. Lanes Volumes Lane W (f~) RTOR Vols Lost Time 1 1 1 75 353 77 12.0 12.0 12.0 38 3.00 3.00 3.00 1 1 1 208 492 62 12.0 12.0 12.0 31 3.00 3.00 3.00 1 1 1 170 617 209 12.0 12.0 12.0 104 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Feds WB Left * Thru Right Feds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Feds * SB Left * * * Thru * * Right * Feds EB Right WB Right 10.0A 23.0A Green 7.0A 30.0A 4.0 4.0 Yellow/AR 4.0 4.0 86 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat Mvmts Cap Flow L 313 1770 T 520 1863 R 442 1583 L 313 1770 T 520 1863 R 442 1583 L 251 1770 T 671 1863 R 571 1583 L 251 1770 T 671 1863 R 571 1583 v/c Ratio 0.850 0.970 0.387 0.252 0 716 0 093 0 873 0 771 0 056 0 713 0 967 0 194 g/C Approach: Ratio Delay LOS Delay LOS 0.442 25.1 D 33.3 D 0.279 43.4 E 0.279 16.5 C 0.442 11.2 B 19.1 C 0.279 21.3 C 0.279 14.8 B 0.488 30.6 D 22.4 C 0.360 19.6 C 0.360 11.6 B 0.488 16.9 C 30.3 D 0.360 37.1 D 0.360 12.2 B Intersection Delay = 27.5 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.976 42 Dt.qCE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALY$I$ 96Tn STREET AND WEST DRIVE OF PARKWOOD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 43 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLL~E SUMMARY : DUKE REALTY INVESTMENTS : 96TH STREET & PARKWOOD WEST DRIVE : FEBRUARY !0, 1999 (05) PEAK HOUR DATA TOT ! NORTHBOUND I 1 1 2 4 EASTBOI/ND I 194 2 196 SOUTHBOUND I 0 1 10 11 WESTBOUND I 1 13 14 OFF PEAK I L T R TOT I PM PEAK HR BEGIN 4:30 PM 1 L T R TOT I HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM 6- 7 6 9 15 35 2 37 52 7- 8 3 13 16 181 11 192 208 8- 9 8 19 27 124 13 137 164 PM 4- 5 2 135 137 42 5 47 184 5- 6 6 121 127 22 5 27 154 6- 7 3 45 48 7 2 9 57 TOTAL 28 342 370 411 38 449 819 3.4% 41.8% 45.2% 50.2% 4.6% 54.8% 100.0% - AM PEAK VOLUMES 15-MIN 3 7 58 5 HOUR 8 19 196 17 PHF 0.67 0.68 0.84 0.85 - PM PEAK VOLUMES 15-MIN 3 44 16 3 HOUR 7 162 46 8 PHF 0.58 0.92 0.72 0.67 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY INVESTMENTS : 96TH STREET & PARKWOOD WEST DRIVE : FEBRUARY 10, 1999 (os) DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- ? 3 0 3 1 0 1 2 0 2 6 0 6 7- 8 1 0 1 1 0 1 1 0 1 3 0 3 8- 9 4 0 4 ! 0 i 3 0 3 8 0 8 PM 4- 5 0 0 0 I 0 1 1 0 1 2 0 2 5- 6 4 0 4 1 0 1 1 0 1 6 0 6 6- 7 2 0 2 1 0 1 0 0 0 3 0 3 PASSENGER 14 6 8 28 100.0% 100.0% 100.0% 100.0% TRUCK 0 0 0 0 0.0% 0.0% 0.0% 0.0% BOTH 14 6 8 28 50.0% 21.4% 28.6% 100.0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 33 1 34 1 0 1 34 1 35 7- 8 179 1 180 1 0 ! 180 1 181 8- 9 120 2 122 2 0 2 122 2 124 PM 4- 5 35 ! 36 6 0 6 41 1 42 5- 6 17 0 17 5 0 5 22 0 22 6- 7 3 2 5 2 0 2 5 2 7 PASSENGER 387 17 404 98.2% 100.0% 98.3% TRUCK 7 0 7 1.8% 0.0% 1.7% BOTH 394 17 411 95.9% 4.1% 100.0% A & F ENGINEERING CO., TNC. TRAFFIC VOLUME SUMMARY CLIENT : DUKE REALTY INVESTMENTS LOCATION : 96TH STREET & PARKWOOD WEST DRIVE (05) DATE : FEBRUARY 10, 1999 DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 2 0 2 1 0 ! 5 1 6 8 1 9 7- 8 0 0 0 1 0 1 12 0 12 13 0 13 8- 9 2 0 2 I 0 11 !4 2 16 17 2 19 PM 4- 5 6 0 6 I 0 1 128 0 128 135 0 135 5- 6 5 0 5 1 0 1 1!3 2 115 119 2 121 6- 7 3 0 3 I 0 1 40 1 41 44 1 45~ PASSENGER 18 6 312 336 100.0% 100.0% 98.1% 98.2% TRUCK 0 0 6 6 0.0% 0.0% 1.9% 1.8% BOTH 18 6 318 342 5.3% 1.8% 93.0% 100.0% DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH: 6- 7 1 0 1 1 0 1 2 0 2 7- 8 1 0 1 10 0 10 11 0 11 8- 9 1 0 1 12 0 12 13 0 13 PM 4- 5 2 0 2 3 0 3 5 0 5 5- 6 1 0 1 4 0 4 5 0 5 6- 7 2 0 2 0 0 0 2 0 2 PASSENGER 8 30 38 100.0% 100.0% 100.0% TRUCK 0 0 0 0.0% 0.0% 0,0% BOTH 8 30 38 21.1% 78.9% 100.0% 46 HCS: Unsignalized Intersections Release 2.1g DR4AMSl.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Parkwood Drive (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 1-Existing (A/~ Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 1 N 194 629 2 .95 .95 .95 0 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1.10 1 2 < 0 N 1 564 13 .95 .95 .95 0 1.10 0 > 1 < 0 1 1 2 .95 .95 .95 0 1.10 1.10 1.I0 0 >2 < 0 0 1 10 .95 .95 .95 0 1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 47 HCS: Unsignalized Intersections Release 2.1g DR4AMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 662 304 Potential Capacity: (pcph) 640 971 Movement Capacity: (pcph) 640 971 Prob. of Queue-Free State: 1.00 0.99 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 664 608 Potential Capacity: (pcph) 827 880 Movement Capacity: (pcph) 827 880 Prob. of Queue-Free State: 1.00 0.75 Step 3: TH from Minor Street NB SB Conflicting Flows: (vph) 1475 1470 Potential Capacity: (pcph) 184 185 Capacity Adjustment Factor due to Impeding Movements 0.74 0.74 Movement Capacity: (pcph) 137 138 Prob. of Queue-Free State: 0.99 0.99 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 1462 1469 Potential Capacity: (pcph) 151 149 Major LT, Minor TH Impedance Factor: 0.74 0.74 Adjusted Impedance Factor: 0.80 0.80 Capacity Adjustment Factor due to Impeding Movements 0.79 0.80 Movement Capacity: (pcph) 119 119 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) NB L 1 119 > NB T 1 137 > 212 17.3 0.0 C 17.3 NB R 2 640 > SB L 0 119 > SB T 1 138 > 663 SB R 12 971 > 5.5 0.0 B 5.5 EB L 224 880 5.5 1.2 B 1.3 WB L 1 827 4.4 0.0 A 0.0 Intersection Delay = 48 0.8 sec/veh HCS: UnsignaliZed Intersections Release 2.1g DR4PMS1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Parkwood Drive (E-W) 96th S~reet Major S~reet Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 1-Existing (PM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's CV's (%) Eastbound L T R 1 1 N 28 562 8 .95 .95 .95 0 (%) 1.10 Westbound L T R 1 2 < 0 N 1 871 6 .95 .95 .95 0 1.10 Nort~ound L T R 0 >1 <0 3 i 1 .95 .95 .95 0 1.10 1.10 1.10 Southbound L T R 0 >2 <0 8 1 153 .95 .95 .95 0 1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (t~) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 49 HCS: Unsignalized Intersections Release 2.1g DR4PMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 592 462 Potential Capacity: (pcph) 694 808 Movement Capacity: (pcph) 694 808 Prob. of Queue-Free State: 1.00 0.78 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 600 923 Potential Capacity: (pcph) 888 623 Movement Capacity: (pcph) 888 623 Prob. of Queue-Free State: 1.00 0.95 Step 3: TH from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-Free State: 1545 1550 169 168 0.95 0.95 160 159 0.99 0.99 Step 4: LT from Minor Street NB SB ........................................................ Conflicting Flows: (vph) 1540 1543 Potential Capacity: (pcph) 136 135 Major LT, Minor TH Impedance Factor: 0.94 0.94 Adjusted Impedance Factor: 0.96 0.96 Capacity Adjustment Factor due to Impeding Movements 0.75 0.95 Movement Capacity: (pcph) 101 129 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) NB L 3 101 > NB T 1 160 > 134 27.9 0.0 D 27.9 NB R 1 694 SB L 9 129 > SB T 1 159 > SB R 177 808 > 634 8.0 1.4 B 8.0 EB L 32 623 6.1 0.0 B 0.3 WB L 1 888 4.1 0.0 A 0.0 Intersection Delay = 50 1.0 sec/yen HCS: Unsignalized Intersections Release 2.1g DR4AMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Well Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Parkwood Drive (E-W) 96th Street Major Stree~ Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 2-Existing+Vacant (AM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 1 i N 336 1121 2 .95 .95 .95 0 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1.10 1 2 < 0 N 1 633 32 .95 .95 .95 0 1.10 0 > 1 < 0 1 1 2 .95 .95 .95 0 1.10 1.10 1.10 0 >2 < 0 2 1 27 .95 .95 .95 0 1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1g DR4AMS2.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 1180 350 Potential Capacity: (pcph) 350 920 Movement Capacity: (pcph} 350 920 Prob. of Queue-Free State: 0.99 0.97 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 1182 700 Potential Capacity: (pcph) 469 795 Movement Capacity: (pcph) 469 795 Prob. of Queue-Free State: 1.00 0.51 Step 3: TH from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-Free State: 2235 2220 73 75 0.51 0.51 37 38 0.97 0.97 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 2202 2219 Potential Capacity: (pcph) 56 55 Major LT, Minor TH Impedance Factor: 0.50 0.50 Adjusted Impedance Factor: 0.60 0.60 Capacity Adjustment Factor due to Impeding Movements 0.58 0.60 Movement Capacity: (pcph) 33 33 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) NB L 1 33 > NB T 1 37 · 63 61.0 0.1 F 61.0 NB R 2 350 · SB L 2 33 SB T 1 38 · SB R 31 920 · 282 14.5 0.4 C 14.5 EB L 389 795 8.8 3.1 B 2.0 WB L 1 469 7.7 0.0 B 0.0 Intersection Delay = 1.7 sec/veh HCS: Unsignalized Intersections Release 2.1g DR4PMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S} Parkwood Drive (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 2-Existing+Vacant {PM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R I L T R L T R L T R NO. Lanes i 1 1 N I 2 < 0 0 > i < 0 0 > 2 < 0 Stop/Yield N Volumes 52 648 8 i 1301 9 3 i 1 28 1 302 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC' s (%) SU/RV's (%) CV' s (%) PCE's 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1g DR4PMS2.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 682 689 Potential Capacity: (pcph) 625 620 Movement Capacity: (pcph) 625 620 Prob. of Queue-Free State: 1.00 0.44 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 690 1378 Potential Capacity: (pcph) 804 378 Movement Capacity: (pcph) 804 378 Prob. of Queue-Free State: 1.00 0.84 Step 3: TH from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-Free State: 2116 2120 85 84 0.84 0.84 71 70 0.99 0.99 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 2107 2112 Potential Capacity: (pcph) 64 63 Major LT, Minor TH Impedance Factor: 0.83 0.83 Adjusted Impedance Factor: 0.87 0.87 Capacity Adjustment Factor due to Impeding Movements 0.38 0.86 Movement Capacity: (pcph) 24 54 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length Movement (pcph) (pcph) (pcph)(sec/veh) (veh) NB L 3 24 NB T 1 71 > 36 116.0 0.4 NB R 1 625 Approach LOS Delay (sec/veh) F 116.0 SB L 32 54 > SB T 1 70 > SB R 350 620 > 327 381.9 39.6 F 381.9 EB L 61 378 11.4 0.6 WB L 1 804 4.5 0.0 C 0.8 A 0.0 Intersection Delay 54.2 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4AMS3.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 4-Existing+Vacant+Prop. Devel. ======================================================================= NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 1 673 1387 2 12.0 12.0 12.0 1 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green 39 Yellow/AR 0 Cycle Length: 90 Westbound L T R 1 2 1 934 60 12.0 12.0 12.0 3O 3.00 3.00 3.00 Northbound L T R 0 > 1 < 0 1 1 2 12.0 0 3.00 3.00 3.00 Southbound L T R 0 >2 < 0 9 1 62 12.0 15 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * N-B Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right .0A 36.0A Green 7.0A .0 4.0 Yellow/AR 4.0 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat Mxants Cap Flow EB L 791 1770 T 3146 3725 R 1337 1583 WB L 93 227 T 1532 3725 R 651 1583 NB LTR 132 1481 SB LTR 275 3091 v/c Ratio 0 895 0 487 0 001 0 011 0 674 0 048 0 030 0 226 Intersection Delay g/C Approach: Ratio Delay LOS Delay LOS 0.844 22.3 C 7.9 B 0.844 1.3 A 0.844 0.7 A 0.411 10.1 B 14.6 B 0.411 14.8 B 0.411 10.3 B 0.089 24.2 C 24.2 C 0.089 24.7 C 24.7 C 10.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.775 55 HCM: SIGNALIZED INTERSECTION SIYMM-ARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4PMS3.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 3-Existin~+Vacant+Zonin~ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 2 1 167 927 8 12.0 12.0 12.0 4 3.00 3.00 3.00 1 2 1 I 1631 19 12.0 12.0 12.0 9 3.00 3.00 3.00 0 ~ I < 0 3 1 1 12.0 0 3.00 3.00 3.00 0 >2 < 0 73 1 521 12.0 130 3.00 3.00 3.00 Phase Combination 1 EB Lef~ * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4!~NB 5 6 7 8 * Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 7.0A 31.0A Green 14.0A 0.0 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 ~2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 242 1770 0.727 0.650 14.8 B 5.0 A T 2422 3725 0.423 0.650 3.4 A R 1029 1583 0.004 0.650 2.4 A WB L 124 233 0.008 0.533 4.2 A 12.9 B T 1987 3725 0.907 0.533 12.9 B R 844 1583 0.013 0.533 4.3 A NB LTR 307 1228 0.016 0.250 10.9 B 10.9 B SB LTR 769 3076 0.667 0.250 14.6 B 14.6 B Intersection Delay = 10.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.844 56 HCM: SIGNALIZED INTERSECTION SD-MM3%RY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4AMS4.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 4-Existing+Vacant+Comp No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 1 476 1750 2 12.0 12.0 12.0 1 3.00 3.00 3.00 Westbound L T R 1 2 1 1 1174 40 12.0 12.0 12.0 20 3.00 3.00 3.00 Northbound L T R 0 > 1 < 0 1 1 2 12.0 0 3.00 3.00 3.00 Southbound L T R 0 >2 < 0 8 1 38 12.0 9 3.00 3.00 3.00 Signal Opera~ions Phase Combination 1 2 EB Left * * Thru * * Right * * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 25.0A 50.0A Yellow/AR 0.0 4.0 3 4 5 NB Left * Thru * Right * Peds SB Left * Thru * Right * Peds EB Right WB Right Green 7.0A Yellow/AR 4.0 6 7 8 Cycle Length: 90 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 515 1770 0.973 0.844 41.7 E 10.0 B T 3146 3725 0.615 0.844 1.7 A R 1337 1583 0.001 0.844 0.7 A WB L 129 227 0.008 0.567 5.5 B 8.7 B T 2111 3725 0.615 0.567 8.8 B R 897 1583 0.023 0.567 5.5 B NB LTR 133 1499 0.030 0.089 24.2 C 24.2 C SB LTR 277 3113 0.152 0.089 24.5 C 24.5 C Intersection Delay = 9.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.805 57 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 02-21-1999 Center For Microcomputers In Transportation S~reets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4PMS4.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4-Existing+Vacant+Comp No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 1 64 1172 2 12.0 12.0 12.0 0 3.00 3.00 3.00 Westbound L T R 1 2 1 1 1995 6 12.0 12.0 12.0 3 3.00 3.00 3.00 Northbound L T R 0 > 1 < 0 3 1 1 12.0 0 3.00 3.00 3.00 Southbound L T R 0 >2 < 0 52 1 250 12.0 62 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 12.0A 55.0A Green 12.0A 0.0 4.0 Yellow/AR 4.0 87 secs Phase combinatlon order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio EB L 269 1770 0.249 T 2912 3725 0.445 R 1238 1583 0.002 WB L 146 227 0.007 T 2398 3725 0.920 R 1019 1583 0.003 NB LTR 194 1298 0.026 SB LTR 462 3095 0.577 · Intersection Delay = g/c Ratio Delay 0 782 11.3 0 782 2.1 0 782 1.3 0 644 3.6 0 644 13. 0 644 3. 0 149 20. 0 149 23. 10 3 sec/veh Approach: LOS Delay LOS B 2.6 A A A A 13.4 B 4 B 6 A 4 C 20.4 C 6 C 23.6 C Intersection LOS = B = 0. 799 Lost Time/Cycle, L = 9.0 sec Critical v/c(x) HCM: SIGNALIZED IITTERSECTION SUF~UuRY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4AMS5.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 5-Existing+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols LOSt Time 1 2 1 421 1154 2 12.0 12.0 12.0 1 3.00 3.00 3.00 1 2 1 1 908 39 12.0 12.0 12.0 19 3.00 3.00 3.00 0 > 1 < 0 1 1 2 12.0 0 3.00 3.00 3.00 0 >2 < 0 9 1 62 12.0 15 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 25.0A 50.0A Green 7.0A 0.0 4.0 Yellow/AR 4.0 90 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 1770 0.834 0.844 22.2 C 6.6 B T 3146 3725 0.406 0.844 1.1 A R 1337 1583 0.001 0.844 0.7 A WB L 129 227 0.008 0.567 5.5 B 7.6 B T 2111 3725 0.476 0.567 7.6 B R 897 1583 0.023 0.567 5.5 B NB LTR 132 1481 0.030 0.089 24.2 C 24.2 C SB LTR 275 3091 0.226 0.089 24.7 C 24.7 C Intersection Delay = 7.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.594 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4PMS5.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5-Existing+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 2 1 318 875 8 12.0 12.0 12.0 4 3.00 3.00 3.00 1 2 1 i 1351 31 12.0 12.0 12.0 15 3.00 3.00 3.00 0 > 1 < 0 3 1 1 12.0 0 3.00 3.00 3.00 0 >2 < 0 66 1 486 12.0 121 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 15.0A 40.0A Green 15.0A 0.0 4.0 Yellow/AR 4.0 78 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 368 1770 0.910 0.718 32.6 D 10.4 B T 2675 3725 0.362 0.718 2.7 A R 1137 1583 0.004 0.718 2.0 A WB L 125 238 0.008 0.526 5.7 B 10.7 B T 1958 3725 0.762 0.526 10.7 B R 832 1583 0.020 0.526 5.7 B NB LTR 254 1239 0.020 0.205 16.0 C 16.0 C SB LTR 630 3073 0.758 0.205 22.5 C 22.5 C Intersection Delay = 12.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.803 DUKE REALTY- 96~ STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 103m~ STREET AND MERIDIAN STREET/U.S. 31 INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 61 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY INVESTMENTS : 103RD STREET & MERIDIAN STREET : FEBRUARY 10, 1999 (04) PEAK HOUR DATA NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND AM PEAK ] OFF PEAK I PM PF.~ BEGIN 7:00 AM I I F~R BEGIN 4:45 PM T R TOT I L T R TOT ] L T R TOT 375 2732 321 3428 I ] 56 2422 218 2696 23 21 25 69 I ] 55 58 323 436 42 2519 37 2598 I I 46 2858 20 2624 146 71 39 256 I I 353 26 66 445 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL 6- 7 1520 1575 3095 21 76 97 3192 7- 8 3428 2598 6026 69 256 325 6351 8- 9 2580 1965 4545 69 231 300 4845 - PM - 4- 5 2304 2426 4730 385 449 834 5564 5- 6 2645 2459 5i04 365 397 762 5866 6- 7 1661 1582 3243 170 195 365 3608 TOTAL 14138 12605 26743 1079 1604 2683 29426 48.0% 42.8% 90.9% 3.7% 5.5% 9.1% 100.0% - ~M PEAK VOLUMES - 15-MIN 1040 699 27 90 HOUR 3428 2598 82 285 PHF 0.82 0.93 0.76 0.79 - PM PEAK VOLUMES - 15-MIN 712 695 144 146 HOUR 2696 2624 456 485 PHF 0.95 0.94 0.79 0.83 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLD~E SUMMARY : DUKE REALTY INVESTMENTS : 103RD STREET & MERIDIAN STREET : FEBRUARY 10, 1999 DIRECTION OF TRAVEL : NORTHBOUND (04) HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 168 3 171 1161 68 1229 120 0 120 1449 71 1520 7- 8 372 3 375 2659 73 2732 321 0 321 3352 76 3428 8- 9 296 3 299 1757 125 1882 397 2 399 2450 130 2580 PM 4- 5 57 1 58 1981 64 2045 200 I 201 2238 66 2304 5- 6 52 0 52 2332 64 2396 195 2 197 2579 66 2645 6- 7 39 0 39 1482 43 1525 96 I 97 1617 44 1661 PASSENGER 984 11372 1329 13685 99.0% 96.3% 99.6% 96.8% TRUCK 10 437 6 453 1.0% 3.7% 0.4% 3.2% BOTH 994 11809 1335 14138 7.0% 83.5% 9.4% 100.0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 7 i 8 3 0 3 9 1 10 19 2 21 7- 8 20 3 23 21 0 21 23 2 25 64 5 69 8- 9 11 3 14 29 ! 30 24 ! 25 64 5 69 PM 4- 5 46 0 46 26 1 27 309 3 312 381 4 385 5- 6 55 0 55 54 0 54 256 0 256 365 0 365 6- 7 29 0 29 23 1 24 117 0 117 169 1 170 PASSENGER 168 156 738 1062 96.0% 98.1% 99.1% 98.4% TRUCK 7 3 7 17 4.0% 1.9% 0.9% 1.6% BOTH 175 159 745 1079 16.2% 14.7% 69.0% 100.0% 63 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT : DUKE REALTY INVESTMENTS LOCATION : 103RD STREET & MERIDIAN STREET (04) DATE : FEBRUARY 10, 1999 DIRECTION OF TP. AVEL : SOUTHBOUND HOUR LEFT THRU RIGHT I TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH iPASS TRUCK BOTH 6- 7 24 0 24 1493 46 1539 12 0 12 1529 46 1575 7- 8 42 0 42 2465 54 2519 37 0 37 2544 54 2598 8- 9 39 2 41 1761 95 1856 67 1 68 1867 98 1965 PM 4- 5 32 0 32 2268 106 2374 20 0 20 2320 106 2426 5- 6 47 1 48 2292 98 2390 21 0 21 2360 99 2459 6- 7 19 0 19 1478 72 1550 13 0 13 1510 72 1582 PASSENGER 203 11757 170 12130 98.5% 96.1% 99.4% 96.2% TRUCK 3 471 1 475 1.5% 3.9% 0.6% 3.8% BOTH 206 12228 171 12605 1.6% 97.0% 1.4% 100.0% DIRECTION OF TRAVEL : WESTBOUND HOUR I LEFT THRU RIGHT TOTAL I PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 54 0 54 12 0 12 10 0 10 76 0 76 7- 8 145 1 146 71 0 71 38 1 39 254 2 256 8- 9 125 2 !27 65 1 66 38 0 38 228 3 231 PM 4- 5 375 1 376 17 0 17 56 0 56 448 1 449 5- 6 300 4 304 26 0 26 67 0 67 393 4 397 6- 7 156 0 156 10 0 10 29 0 29 195 0 195 PASSENGER 1155 201 238 1594 99.3% 99.5% 99.6% 99.4% TRUCK 8 t 1 10 0.7% 0.5% 0.4% 0.6% BOTH 1163 202 239 1604 72.5% 12.6% 14.9% 100.0% HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5AMS1.HC9 Area Type: Other 2-15-99 AM Peak COL~LLent: Scenario 1 - Existing Conditions ======================================================================= NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 1 23 21 25 12.0 12.0 12.0 12 3.00 3.00 3.00 Westbound L T R 1 1 1 146 71 39 12.0 12.0 12.0 19 3.00 3.00 3.00 Northbound L T R 2 3 1 375 2732 321 12.0 12.0 12.0 160 3.00 3.00 3.00 Southbound L T R 1 3 1 42 2519 37 12.0 12.0 12.0 18 3.00 3.00 3.00 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green 7 Yellow/AR 4 Cycle Length: 115 Signal 1 2 3 · 0A 7.0A .0 4.0 secs Phase Operations 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 14.0A 75.0A Yellow/AR 4.0 0.0 combinatlon order: #1 #2 #5 #6 5 6 7 8 EB WB NB SB Intersection Performance Summary v/c Ratio 0 120 0 170 0 118 0 550 0 579 0 191 0 882 0 904 0 172 0 191 0 834 0 020 Lane Group: Adj Sat Mvmts Cap Flow L 200 1770 T 130 1863 R 110 1583 L 280 1770 T 130 1863 R 110 1583 L 462 3539 T 3499 5588 R 991 1583 L 231 1770 T 3499 5588 R 991 1583 Intersection Delay = g/c Ratio 0 165 0 070 0 070 0 165 0 070 0 O70 0 0 0 0 0 0 16 !30 626 626 130 626 626 0 Approach: Delay LOS Delay LOS 26.3 D 30.0 D 32.6 D 32.4 D 30.1 D 32.7 D 38.0 D 32.7 D 44.2 E 17.5 C 14.7 B 5.8 B 28.9 D 12.4 B 12.2 B 5.3 B sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.883 65 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DRSPMS1.HC9 Area Type: 0Zher 2-15-99 PM Peak Comment: Scenario 1 - Existin~ Conditions Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 i 1 55 58 323 12.0 12.0 12.0 161 3.00 3.00 3.00 1 1 1 353 26 66 12.0 12.0 12.0 33 3.00 3.00 3.00 2 3 56 2422 218 12.0 12.0 12.0 109 3.00 3.00 3.00 i 3 1 46 2558 20 12.0 12.0 12.0 10 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 7.0A 15.0A Green 7.0A 60.0A 4.0 4.0 Yellow/AR 4.0 0.0 101 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c ~/C Mvmts Cap Flow Ratio Ratio L 445 1770 0.130 0.267 T 295 1863 0.207 0.158 R 251 1583 0.682 0.158 L 414 1770 0.899 0.267 T 295 1863 0.091 0.158 R 251 1583 0.136 0.158 L 280 3539 0.218 0.079 28 T 3154 5588 0.889 0.564 15 R 893 1583 0.128 0.564 6 L 140 1770 0.342 0.079 29 T 3154 5588 0.939 0.564 17 R 893 1583 0.011 0.564 6 18.2 sec/veh 9.0 sec Critical v/c(x) Intersection Delay Lost Time/Cycle, L = Delay 18.1 23.9 30.9 38.1 23.4 23 6 2 0 7 0 9 .2 Approach: LOS Delay LOS C 26.9 D C D D 36.1 D C C D 14.9 B B B D 18.1 C C B Intersection LOS = C 0.873 66 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Stree~ Analyst: RMB File Name: DR5AMS2.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 2 - Existing Conditions+Vacant No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 1 30 27 33 12.0 12.0 12.0 8 3.00 3.00 3.00 Westbound L T R 1 1 1 217 92 61 12.0 12.0 12.0 15 3.00 3.00 3.00 Northbound L T R 2 3 1 488 3566 525 12.0 12.0 12.0 2621 3.00 3.00 3.00 Southbound L T R 1 3 95 3388 48 12.0 12.0 12.0 24 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Ri~h: Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 16.0A 44.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 86 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 1086 1770 0.029 0.756 1.7 A 4.7 A T 975 1863 0.029 0.523 6.4 B R 828 1583 0.033 0.523 6.4 B WB L 1250 1770 0.182 0.756 1.9 A 3.7 A T 975 1863 0.100 0.523 6.7 B R 828 1583 0.058 0.523 6.5 B NB L 329 3539 1.607 0.093 * * * * T 260 5588 %15.886 0.047 * * R 74 1583 3.762 0.047 * * SB L 165 1770 0.607 0.093 28.6 D * * T 260 5588 %15.094 0.047 * * R 74 1583 0.353 0.047 26.9 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 67 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5PMS2.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 2 - Existing Conditions+Vacant ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 72 75 420 12.0 12.0 12.0 105 3.00 3.00 3.00 1 1 1 607 34 141 12.0 12.0 12.0 17 3.00 3.00 3.00 2 3 1 73 3248 338 12.0 12.0 12.0 169 3.00 3.00 3.00 1 3 1 81 3341 26 12.0 12.0 12.0 13 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thr~ * * Right * Peds EB Right WB Right 12.0A 60.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 98 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 1261 1770 0.060 T 1160 1863 0.068 R 985 1583 0.336 L 1139 1770 0.561 T 1160 1863 0.031 R 985 1583 0.132 L 289 3539 0.273 T 228 5588 %16.490 R 65 1583 2.755 L 144 1770 0.588 T 228 5588 %16.963 R 65 1583 0.201 Intersection Delay g/C Approach: Ratio Delay LOS Delay LOS 0.786 1.5 A 4.9 A 0.622 4.7 A 0.622 5.8 B 0.786 2.8 A 3.2 A 0.622 4.6 A 0.622 4.9 A 0.082 27.4 D * * 0.041 * * 0.041 * * 0.082 32.4 D * * 0.041 * * 0.041 29.6 D (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 68 HCM: SIGNALIZED INTERSECTION SU~Y Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5AMS2.HC9 Area Type: Other 2-15-99 AM Peak Corament: Scenario 2 - Existing Conditions+Vacant Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 1 30 27 33 12.0 12.0 12.0 8 3.00 3.00 3.00 1 1 1 217 92 61 12.0 12.0 12.0 15 3.00 3.00 3.00 2 3 1 488 3566 525 12.0 12.0 12.0 262 3.00 3.00 3.00 1 3 1 95 3388 48 12.0 12.0 12.0 24 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 16.0A 44.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 86 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c M~n~ts Cap Flow Ratio L 1086 1770 0.029 T 975 1863 0.029 R 828 1583 0.033 L 1250 1770 0.182 T 975 1863 0.100 R 828 1583 0.058 L 329 3539 1.607 T 260 5588 %15.886 R 74 1583 3.762 L 165 1770 0.607 T 260 5588 %15.094 R 74 1583 0.353 Intersection Delay = * (g/c)*(v/c) g/c Ratio 0 756 0 523 0 523 0 756 0 523 0 523 0 093 0.047 0.047 0.093 0.047 0.047 (sec/veh) Approach: Delay LOS Delay LOS 1.7 A 4.7 A 6.4 B 6.4 B 1.9 A 3.7 A 6.7 B 6.5 B 28.6 D * * 26.9 D Intersection LOS = * is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5PMS2.HC9 -- Area Type: Other 2-15-99 PM Peak Comment: Scenario 2 - Existing Conditions+Vacant Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 1 72 75 420 12.0 12.0 12.0 105 3.00 3.00 3.00 1 1 1 607 34 141 12.0 12.0 12.0 17 3.00 3.00 3.00 2 3 1 73 3248 338 12.0 12.0 12.0 169 3.00 3.00 3.00 1 3 1 81 3341 26 12.0 12.0 12.0 13 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * * · ~nru * Right * Peds WB Left * * Thru * Right * Peds NB Right SB Right Green 12.0A 60.0A Yellow/AR 4.0 4.0 Cycle Length: 98 secs Phase 3 4 NB Left Thru Right Peds SB Left * Thru Right Peds EB Right WB Right Green 7.0A Yellow/AR 4.0 combination order: #1 #2 5 6 7 8 7.0A 0.0 #5 #6 Intersection Performance Summary Lane Group: Mvmts Cap EB L 1261 T 1160 R 985 WB L 1139 T 1160 R 985 NB L 289 T 228 R SB L T R Adj Sat v/c Flow Ratio 1770 0 060 1863 0 068 1583 0 336 1770 0 561 1863 0 031 1583 0 132 3539 0 273 5588 %16.490 65 1583 2.755 144 1770 0.588 228 5588 %16.963 65 1583 0.201 Intersection Delay = * g/c Ratio 0.786 0 622 0 622 0 786 0 622 0 622 0 082 0.041 0.041 0.082 0.041 0.041 (sec/veh) Approach: Delay LOS Delay LOS 1.5 A 4.9 A 4.7 A 5.8 B 2.8 A 3.2 A 4.6 A 4.9 A 27.4 D * * 32.4 D * * 29.6 D Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-02-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DRSAMS3.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 3 Existing Conditions+Vacant+Zoning Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes i 1 1 1 1 1 2 3 1 1 3 1 Volumes 40 32 75 217 133 61 825 3587 525 95 3507 130 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 38 30 262 65 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right * 20.0A 40.0A :Green 7.0A 7.0A 4.0 4.0 :Yellow/AR 4.0 0.0 86 secs Phase combination order: %1 #2 #5 #6 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 985 1770 0.043 0.756 1.8 A 4.4 A T 888 1863 0.038 0.477 7.7 B R 957 1583 0.041 0.605 4.5 A WB L 1242 1770 0.184 0.756 1.9 A 4.3 A T 888 1863 0.158 0.477 8.2 B R 957 1583 0.033 0.605 4.4 A NB L 329 3539 2.715 0.093 * * * * T 260 5588 %15.982 0.047 * * R 74 1583 3.761 0.047 * * SB L 165 1770 0.607 0.093 28.6 D * * T 260 5588 %15.624 0.047 * * R 74 1583 0.937 0.047 86.0 F Intersection Delay = * (sec/veh) Intersection LOS * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 7! HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-02-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5PMS3.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 3 - Existing Conditions+Vacant+Zoning Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 1 ! 1 2 3 1 1 3 1 Volumes 139 109 697 607 39 141 118 3355 338 81 3368 37 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12,0 12.0 12.0 RTOR Vols 348 701 169 18 Lost Time 3.00 3.00 3.00 3.00 3.00 3.0013.00 3,00 3.00 3.00 3,00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right * 12.0A 30.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 68 secs Phase combination order: #! ~2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 1112 1770 0.131 0.691 2.3 A 4.3 A T 849 1863 0.135 0.456 6.9 B R 978 1583 0.376 0.618 4.3 A WB L 967 1770 0.661 0.691 4.5 A 4.5 A T 849 1863 0.048 0.456 6.6 B R 978 1583 0.076 0.618 3.4 A NB L 416 3539 0.307 0.118 17.9 C * * T 329 5588 %11.819 0.059 * * R 93 1583 1.911 0.059 * * SB L 208 1770 0.408 0.118 18.7 C * * T 329 5588 %11.864 0.059 * * R 93 1583 0.215 0.059 19.9 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 72 HCM: SIGNALIZEU INTERSECTION SU594ARY Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5D~S4.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 4 - Existing Conditions+Vacant+Comp No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 2 2 1 49 37 112 12.0 12.0 12.0 56 3.00 3.00 3.00 Westbound LT R 2 2 1 217 169 61 12.0 12.0 12.0 30 3.00 3.00 3.00 Northbound L T R 2 3 1 1126 3611 525 12.0 12.0 12.0 262 3.00 3.00 3.00 Southbound L T R i 3 95 3691 203 12.0 12.0 12.0 101 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right * 25.0A 45.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 96 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 1740 3539 0.031 0.781 1.5 A 4.8 A T 1785 3725 0.023 0.479 8.5 B R 940 1583 0.063 0.594 5.3 B L 2339 3539 0.100 0.781 1.6 A 4.8 A T 1785 3725 0.105 0.479 8.9 B R 940 1583 0.034 0.594 5.2 B 295 3539 4.140 0.083 * * * * 233 5588 %17.957 0.042 * * 66 1583 4.200 0.042 * * 148 1770 0.678 0.083 35.5 D ~ * 233 5588 %18.356 0.042 * * 66 1583 1.637 0.042 * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. WB NB L T R SB L T R 73 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2,4g 02-21-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5PMS4.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4 - Existing Conditions+Vacant+Comp ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane w (ft) RTOR Vols Lost Time 2 2 1 200 139 947 12.0 12.0 12.0 473 3.00 3.00 3.00 2 2 607 44 141 12.0 12.0 12.0 70 3.00 3.00 3.00 2 3 1 159 3520 338 12.0 12.0 12,0 169 3.00 3.00 3.00 1 3 1 81 3412 47 12.0 12.0 12.0 23 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right * 20.0A 55.0A Green 7.0A 7.0A Yellow/AR 4.0 4.0 Yellow/AR 4.0 0.0 Cycle Length: 101 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 2258 3539 0.096 0 792 1.5 A 4.8 A T 2065 3725 0,074 0 554 6.8 B R 1050 !583 0.475 0 663 5.7 B WB L 1731 3539 0.380 0 792 1.8 A 2,3 A T 2065 3725 0.023 0 554 6.6 B R 1050 1583 0.070 0 663 3.9 A NB L 280 3539 0.614 0 079 31.9 D * * T 221 5588 %18.418 0.040 * * R 63 1583 2.839 0.040 * * SB L 140 1770 0.606 0.079 34.1 D * * T 221 5588 %17,853 0.040 * * R 63 1583 0.399 0.040 32.8 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4~ 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: R_MB File Name: DR5AMS5.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 4 Existin~ Conditions+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 2 2 42 33 81 12.0 12.0 12.0 4O 3.00 3.00 3.00 No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 2 2 1 217 139 61 12.0 12.0 12.0 30 3.00 3.00 3.00 2 3 1 877 3601 525 12.0 12.0 12.0 262 3.00 3.00 3.00 1 3 95 3608 142 12.0 12.0 12.0 71 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right * WB Right * 25.0A 45.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 96 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Mxants Cap L 1833 T 1785 R 940 L 2366 T 1785 R 940 L 295 T 233 R 66 L 148 T 233 R 66 Adj Sat v/c Flow Ratio 3539 0 025 3725 0 021 1583 0 046 3539 0 099 3725 0 086 1583 0 034 3539 3 225 5588 %17.910 1583 4.200 1770 0.678 5588 %17.944 1583 1.122 Intersection Delay = * ~/C Approach: Ratio Delay LOS Delay LOS 0.781 1.5 A 4.9 A 0.479 8.5 B 0.594 5.3 B 0.781 1.6 A 4.5 A 0.479 8.8 B 0.594 5.2 B 0.083 * * * * 0.042 * * 0.042 * * 0.083 35.5 D * * 0.042 * * 0.042 * * (sec/veh) Intersection LOS = * (~/C)*(V/c) is ~reater than one. Calculation of D1 is infeasible. 75 HCM: SIGNALIZED INTERSECTION S~Y Version 2.4g 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR.5PMS5.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 4 - Existing Conditions+Vacant+Prop. Devel. Eastbound Westbound Northbound Southbound .... .... NO. Lanes 2 2 1 ~ 2 2 1 2 3 1 1 3 1 Volumes 149 114 7391 607 40 141 125 3460 338 81 3406 39 Lane W (ft) 12.0 12.0 12.0112.0 12.0 12-0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 369 70 169 19 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right * Green 20.0A 45.0A Green 7.0A 7.0A Yellow/AR 4.0 4.0 Yellow/AR 4.0 0.0 Cycle Length: 91 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 2251 3539 0.072 0.769 1.6 A 5.0 A T 1883 3725 0.067 0.505 7.4 B R 992 1583 0.393 0.626 5.6 B WB L 1832 3539 0.359 0.769 2.0 A 2.5 A T 1883 3725 0.023 0.505 7.3 B R 992 1583 0.075 0.626 4.3 A NB L 311 3539 0.437 0.088 26.1 D * * T 246 5588 %16.309 0.044 * * R 70 1583 2.558 0.044 * * SB L 156 1770 0.546 0.088 28.7 D * * T 246 5588 %16.057 0.044 * * R 70 1583 0.302 0.044 28.0 D Intersection Delay = * (sec/veh) Intersection LOS = * (~/C)*(V/c) is greater than one. Calculation of D1 is infeasible. DUKE RF. ALTY- 96TM STREET AND MERIDIAN STR~'L~T TRAFFIC IMPACTANALYSIS 96TM STREET AND PROPOSED ACCESS POINTS INTERSECTION DATA CAPACITY ANALYSES 77 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Access Point 1 Analyst: RMB File Name: ACC1AM.HC9 Area Type: Other 2-16-99 AM Peak Comment: Scenario 4 - Existing+Vacant+Proposed Development No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound T R 1 2 0 53 698 12.0 12.0 0 3.00 3.00 Westbound 0 2 1 497 936 12.0 12.0 468 3.00 3.00 Northbound L T R 0 0 0 Southbound L T R 2 0 1 149 7 12.0 12.0 0 3.00 3.00 Phase Combination 1 EB Left * Thru * Right Peds WB Left Thru * Right * Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 NB Left Thru Right Peds SB Left * Thru Right * Peds EB Right WB Right 34.0A Green 18.0A 4.0 Yellow/AR 4.0 60 secs Phase combination order: #! #5 Intersection Performance Summary EB WB SB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 382 655 0.147 0.583 3.7 A 4.2 A T 2173 3725 0.355 0.583 4.3 A T 2173 3725 0.253 0.583 4.0 A 4.6 A R 923 1583 0.533 0.583 5.4 B L 1121 3539 0.145 0.317 9.5 B 9.5 B R 501 1583 0.014 0.317 9.1 B Intersection Delay = 4.9 sec/veh Intersection LOS = A Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.396 78 HCM: SIGNALIZED INTERSECTION S~Y Version 2.49 02-21-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Access Point 1 Analyst: RMB File Name: ACC1PM.HC9 Area Type: Other 2-16-99 PM Peak Comment: Scenario 4 - Existing+Vacant+Proposed Development No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound T R 1 2 0 7 702 12.0 12.0 0 3.00 3.00 Westbound L T R 0 2 823 130 12.0 12.0 65 3.00 3.00 Northbound L 0 0 Southbound T R L 0 2 1022 12.0 3.00 T R 0 45 12.0 0 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right Peds WB Left Thru * Right * Peds NB Right SB Right Green 26.0A Yellow/AR 4.0 Cycle Length: 60 secs 3 Phase combination order: 4 NB Left Thru Right Peds SB Left * Thru Right * Peds EB Right WB Right Green 26.0A Yellow/AR 4.0 #l #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 124 276 0.056 T 1676 3725 0.463 T 1676 3725 0.542 R 712 1583 0.097 L 1593 3539 0.696 R 712 1583 0.066 EB WB SB Intersection Delay = g/c Ratio Delay 0.450 6 0 0.450 7 6 0.450 8 0 0.450 6 1 0.450 9 5 0.450 6 0 8.4 sec/veh Intersection LOS Approach: LOS Delay LOS B 7.5 B B B 7.9 B B B 9.3 B B = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) 0.619 79 HCS: Unsignalized Intersections Release 2.1g ACC2AM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Access Point 2 (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... 2/15/99 Other Information ......... Scenario 5-Existing+Vacant+Proposed Dev elopment (AM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 2 1 0 >1 <0 1 0 1 1 2 1 N 26 1102 1 .95 .95 .95 0 1.10 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1 1880 .95 .95 0 1.10 N 404 .95 1 1 1 .95 .95 .95 0 1.10 1.10 1.10 99 3 .95 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 80 HCS: Unsignalized Intersections Release 2.1g ACC2AM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 580 990 Potential Capacity: (pcph) 704 436 Movement Capacity: (pcph) 704 436 Prob. of Queue-Free State: 1.00 0.99 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 1161 2404 Potential Capacity: (pcph) 408 88 Movement Capacity: (pcph) 408 88 Prob. of Queue-Free State: 1.00 0.66 Step 3: TH from Minor Street NB SB Conflicting Flows: (vlDh) 3592 Potential Capacity: (pcph) 9 Capacity Adjustment Factor due to Impeding Movements 0.66 Movement Capacity: (pcph) 6 Prob. of Queue-Free State: 0.83 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 3168 3168 Potential Capacity: (pcph) 10 10 Major LT, Minor TH Impedance Factor: 0.66 0.55 Adjusted Impedance Factor: 0.66 0.65 Capacity Adjustment Factor due to Impeding Movements 0.65 0.64 Movement Capacity: (pcph) 7 6 Intersection Performance Summary Flow Rate Movement (pcph) NB L 1 NB T 1 NB R 1 Avg. 95% Move Shared Total Queue Approach Cap Cap Delay Length LOS Delay (pcph) (pcph) (sec/veh) (veh) (sec/veh) 7 > 6 > 10 499.0 0.7 F 499.0 704 > SB L 114 SB R 3 6 * 54.2 F 436 8.3 0.0 B EB L 30 WB L 1 88 61.7 1.5 F 1.4 408 8.8 0.0 B 0.0 Intersection Delay = 81 946.8 sec/veh HCS: Unsignalized Intersections Release 2.1g ACC2PM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Access Point 2 Major Street' Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... Other Information ......... (E-W) 96th Street 2/15/99 Scenario 5-Existing+Vacant+Proposed Der elopment (PM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R i 2 i N 3 1795 1 .95 .95 .95 0 NO. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV' s (%) PCE's 1.10 I 2 1 1065 .95 .95 0 1.10 1 N 71 .95 0 > 1 < 1 1 .95 .95 0 1.10 1.10 1.10 0 1 .95 1.10 1 0 135 .95 22 .95 0 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1g ACC2PM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 944 560 Potential Capacity: (pcph) 460 720 Movement Capacity: (pcph) 460 720 Prob. of Queue-Free State: 1.00 0.97 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 1890 1196 Potential Capacity: (pcph) 166 391 Movement Capacity: (pcph) 166 391 Prob. of Queue-Free State: 0.99 0.99 Step 3: TH from Minor Street NB SB Conflicting Flows: (vph) 3089 Potential Capacity: (pcph) 17 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) 17 Prob. of Queue-Free State: 0.94 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 3014 3016 Potential Capacity: (pcph) 13 12 Major LT, Minor TH Impedance Factor: 0.99 0.93 Adjusted Impedance Factor: 0.99 0.95 Capacity Adjustment Factor due to Impeding Movements 0.95 0.94 Movement Capacity: (pcph) 12 11 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) NB L 1 12 > NB T 1 17 > 21 199.5 0.4 F 199.5 NB R 1 460 > SB L 156 11 * 72.7 F SB R 25 720 5.2 0.0 B EB L 3 391 9.3 0.0 B 0.0 WB L 1 166 21.8 0.0 D 0.0 Intersection Delay = * 83 HCS: Unsignalized Intersections Release 2.1g ACC3AM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Well Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Access Point 3 (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... 2/15/99 Other Information ......... Scenario 5-ExisZing+Vacant+Proposed Der elopment (AM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 2 NO. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) cv's (%) PCE's 1201 .95 0 0 0 N 2 1958 .95 0 1 N 78 .95 0 0 0 0 0 1 1 .95 0 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 84 HCS: Unsignalized Intersections Release 2.1g ACC3AM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 1030 Potential Capacity: (pcph) 416 Movement Capacity: (pcph) 416 Prob. of Queue-Free State: 1.00 Movement SB R Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay (pcph) (pcph) (pcph) (sec/veh) 1 416 8.7 95% Queue Approach Length LOS Delay (veh) (sec/veh) 8.7 0.0 B Intersection Delay = 0.0 sec/veh HCS: Unsignalized Intersections Release 2.!g ACC3PM.HC0 Page ! Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 S~reeZs: (N-S) Access Point 3 Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... Other Information ......... (E-W) 96th Street 2/15/99 Scenario 5-Existing+Vacant+Proposed Der elopment (PM Peak) Two-way Stop-controlled Intersection Eastbound Westbound I Northbound Southbound _L_ .... _L_ No. Lanes 0 2 0 0 2 1 N 0 0 0 0 0 1 Stop/Yield N Volumes 1930 1136 73 PHF .95 .95 .95 .95 Grade 0 0 0 MC's (%) SU/RV's (%) CV's (%) PCE's 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 86 HCS: Unsignalized Intersections Release 2.1g ACC3PM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 598 Potential Capacity: (pcph) 689 Movement Capacity: (pcph) 689 Prob. of Queue-Free State: 1.00 Intersection Performance Sur~nary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length Movemen~ (pcph) (pcph) (pcph)(sec/veh) (veh) SB R 1 689 5.2 0.0 LOS B Approach Delay (sec/veh) 5.2 Intersection Delay = 0.0 sec/veh 87 NO. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's HCS: Unsignalized Intersections Release 2.19 ACC4AM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Access Point 4 (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... 2/15/99 Other Information ......... Scenario 5-Existing+Vacant+Proposed Dev elopment (AM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 2 0 0 2 1 0 0 0 0 0 1 N N 1824 1149 4 20 .95 .95 .95 .95 0 0 0 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (t9) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1g ACC4AM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 604 Potential Capacity: (pcph) 684 Movement Capacity: (pcph) 684 Prob. of Queue-Free State: 0.97 Intersection Performance Summary Movement SB R Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length (pcph) (pcph) (pcph) (sec/veh) (veh) 23 684 5.4 0.0 Approach LOS Delay (sec/veh) 5.4 B Intersection Delay = 0.0 sec/veh HCS: Unsignalized Intersections Release 2.19 ACC4PM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 5i2 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Access Point 4 (E-W) 96th Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... Date of Analysis .......... 2/15/99 Other Information ......... Scenario 5-Existing+Vacant+Proposed Der elopment (PM Peak) Two-way Stop-controlled IntersecZion Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 2 0 0 2 1 0 0 0 0 0 1 N 1377 .95 0 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV' s (%) PCE's N 2125 13 .95 .95 0 104 .95 0 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 9O MCS: Unsignalized Intersections Release 2.1g ACC4PM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Stree~ NB SB Conflicting Flows: (vph) 1118 Potential Capacity: (pcph) 376 Movement Capacity: (pcph) 376 Prob. of Queue-Free State: 0.68 Intersection Performance Summary Movement SB R Avg. Flow Move Shared Total Rate Cap Cap Delay (pcph) (pcph) (pcph) (sec/veh) ......................... 120 376 14.0 95% Queue Approach Length LOS Delay (veh) (sec/veh) 14.0 1.6 C Intersection Delay = 0.4 sec/veh 9! DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS 96tI~ STREET 24-HOUR TRAFFIC VOLUMES 92 A & F ENGINEERING CO., INC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE DIRECTION OF TRAVEL : NORTHBOUND (1) 1/25 1/26 1/27 1/28 1/29 WEEKDAY 1/30 1/31 HOUR MON TUE WED THR FRI AVERAGE SAT SUN 1999 12- 1 I3 27 20 1- 2 9 l0 10 2- 3 15 7 11 3- 4 10 8 9 4- 5 18 20 19 5- 6 62 70 66 6- 7 249 280 264 7- 8 708 707 708 $- 9 471 414 442 9-10 269 269 269 10-11 261 261 258 260 11-12 347 388 368 PM - 12- 1 465 486 476 1- 2 418 430 424 2- 3 360 344 352 3- 4 392 403 398 4- 5 493 506 500 5- 6 547 503 525 6- 7 262 310 286 7- 8 191 200 196 8- 9 179 183 181 9-!0 12! 145 133 10-11 63 81 72 11-!2 36 31 34 TCTAIa 6094 6023 '%AVG DAY 101% 100% - AM PEA~ VOLUMES - 15-MINIJTE 227 201 227 HOUR 708 707 708 PHF 0.78 0.88 0.78 PH BEGIN 7:00 7:00 7:00 MID PEAK VOLUMES 15-MINUTE 137 140 140 HOUR 465 486 486 PHF 0.85 0.87 0.87 PH BEGIN 12:00 !2:00 12:00 PM PEAK VOLUMES - 15-MINUTE 155 157 155 HOUR 569 559 569 PHF 0.92 0.89 0.92 PH BEGIN 4:30 4:30 4:30 93 A & F ENGINEERING CO., !NC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE (1) DIRECTION OF TRAVEL : SOUTHBOUND 1/25 1/26 1/27 1/28 1/29 WEEKDAY 1/30 1/31 HOUR MON TUE WED THR FRI AVERAGE SAT SUN 1999 - AM 1- 2 5 9 7 2- 3 7 7 7 3- 4 6 11 8 4- 5 9 10 l0 5- 6 56 51 54 6- 7 208 217 212 7- 8 424 401 412 8- 9 335 350 342 9-10 219 271 245 10-11 255 263 264 26! 11-12 420 490 455 PM - 12- i 437 400 418 1- 2 320 312 316 2- 3 341 303 322 3- 4 438 400 419 4- 5 682 702 692 5- 6 542 578 560 6- 7 279 327 303 7- 8 166 161 164 8- 9 131 88 110 9-10 78 93 86 10-11 54 55 54 11-12 28 28 28 TOT/IL 5485 5503 %AVG DAY !001 1001 AM PEAK VOLUMES - 15-MINUTE 137 131 137 HOUR 424 401 424 PHF 0.77 0.77 0.77 PH BEGIN 7:00 7:00 7:00 MID PEAK VOLUMES iS-MINUTE 126 144 144 HOUR 471 490 490 PHF 0.93 0.85 0.85 PH BEGIN !1:30 11:00 11:00 PM PEAK VOLUMES - 15-MINUTE 206 210 210 HOUR 696 702 702 PHF 0.84 0.84 0.84 PH BEGIN 4:30 4:00 4:00 94 A & F ENGINEERING CO., iNC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE (1) DIRECTION OF TRAVEL : EASTBOUND 1/25 !/26 1/27 1/28 1/29 WEEKDAY 1/30 1/31 HOUR MON TUE WED THR FRI AVERAGE SAT SUN 1999 - AM 12- 1 17 20 18 1- 2 18 10 14 2- 3 9 9 9 3- 4 6 6 6 4- 5 8 6 7 5- 6 49 60 54 6- 7 132 147 140 7- 8 220 213 216 8- 9 232 232 232 9-10 241 229 235 10-11 215 234 221 223 11-12 403 403 403 - PM - 12- 1 384 341 362 1- 2 315 266 290 2- 3 290 314 302 3- 4 359 390 374 4- 5 507 497 502 5- 6 539 556 548 6- 7 334 328 331 7- 8 184 187 186 8- 9 152 167 160 9-10 136 153 t44 10-11 82 81 82 11-12 46 56 51 TOTAL 4904 4889 %AVG DAY 100% 100% - AM PEAK VOLUMES t5-MINUTE 69 61 69 HOL~R 245 232 245 PHF 0.89 0.95 0.89 PH BEGIN 7:30 8:00 7:30 - MID PEAK VOLUMES - 15-MINUTE 125 111 125 HOUR 403 403 403 PHF 0.81 0.91 0.81 PH BEGIN 11:00 11:00 11:00 - PM PEAK VOLUMES 15-MINUTE 152 166 166 HOUR 556 582 582 PHF 0.91 0.58 0.88 PH BEGIN 4:30 4:30 4:30 A & F ENGINEERING CO., INC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE DIRECTION OF TRAVEL : WESTBOUND (1) 1/25 1/26 1/27 1/28 1/29 WEEKDAY 1/30 1/31 HOUR MON TUE WED THR FRI AVERAGE SAT SUN 1999 AM - 1- 2 6 6 6 2- 3 7 4 6 3- 4 8 8 8 4- 5 7 12 10 5- 6 32 48 40 6- 7 184 198 191 7- 8 465 439 452 8- 9 268 278 273 10-11 173 237 205 11-12 209 216 212 PM 12- 1 260 271 266 1- 2 234 226 230 2- 3 221 214 218 3- 4 209 224 216 4- 5 286 291 288 5- 6 325 325 325 6- 7 180 211 196 7- 8 177 147 162 8- 9 114 123 118 9-10 77 111 94 10-11 40 49 44 11-12 20 30 25 TOTAL 378! 3778 %AVG DAY 100% 100% - AM PEA~ VOLUMES - 15-MINUTE 138 125 138 HOUR 465 439 465 PHF 0.84 0.88 0.84 PH BEGIN 7:00 7:00 7:00 MID PEAK VOLUMES !5-MINUTE 81 76 76 HOUR 260 271 271 PHF 0.80 0.89 0.89 PH BEGIN 12:00 12:00 12:00 PM PEAK VOLUMES - 15-MINUTE 95 94 94 HOUR 331 342 342 PHF 0.87 0.91 0.91 PH BEGIN 4:30 4:30 4:30 96 A & F ENGINEERING CO., INC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE DATE : JANUARY 27, 1999 (i) HOUR NB SB NB+SB EB WB EB+WB TOTAL 12- 1 20 18 38 18 12 30 68 1- 2 i0 7 17 14 6 20 37 2- 3 1! 7 18 9 6 15 33 3- 4 9 8 17 6 8 14 31 4- 5 19 10 29 7 I0 17 46 5- 6 66 54 120 54 40 94 214 6- 7 264 212 476 140 191 331 807 7- 8 708 412 1120 216 452 668 1788 8- 9 442 342 784 232 273 505 1289 9-10 269 245 514 235 181 416 930 10-11 260 261 521 223 205 428 949 1t-12 368 455 823 403 212 615 1438 PM 12- 1 476 418 894 362 266 628 1522 1- 2 424 316 740 290 230 520 1260 2- 3 352 322 674 302 218 520 !194 3- 4 398 419 817 374 216 590 1407 4- 5 500 692 1192 502 288 790 1982 5- 6 525 560 1085 548 325 873 1958 6- 7 286 303 589 331 196 527 1116 7- 8 196 164 360 186 162 348 708 8- 9 181 1i0 291 160 118 278 569 9-!0 133 86 219 144 94 238 457 10-11 72 54 126 82 44 !26 252 11-12 34 28 62 51 25 76 138 TOTAL 6023 5503 11526 4889 3778 8667 20193 %TOTAL 29.8% 27.3% 57.1% 24.2% 18.7% 42.9% 100.0% - AM PEAK VOLUMES 15-MINLTTE 227 137 69 138 HOUR 708 424 245 465 PHF 0.78 0.77 0.89 0.84 PR BEGIN 7:00 7:00 7:30 7:00 - MID PEAK VOLUMES 15-MINUTE 140 144 125 76 HOUR 486 490 403 271 PHF 0.87 0.85 0.81 0.89 PH BEGIN 12:00 !1:00 11:00 12:00 - PM PEAK VOLUMES - 15-MINUTE 155 210 166 94 HOUR 569 702 582 342 PHP 0.92 0.84 0.88 0.91 PH BEGIN 4:30 4:00 4:30 4:30 97 DUKE REALTY- 9~TM STREET AND MF. RIDIAN STREET TRAFFIC IMPACTANALY$1$ ADDITIONAL FIGURES ASSIGNMENTS AND DISTRmUTIONS FOR PROPOSED DEVELOPMENT, EXISTING ZONING PLAN, COMPREHENSIVE PLAN & VACANT PARCELS GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT, EXISTING ZONING PLAN, COMPREHENSIVE PLAN & VACANT PARCELS 98 E 103rd ST. 102nd ST. 96TH SITE I SITE 2 PENN. PKY E w FF-~- -- LEGEND -~1 ASSIGNMENT & DISTRIBUTION il 96th STREET AND OF GENERATED TRAFFIC VOLUMESl ~1 MERIDIAN STREET FOR VACANT PARCEL A ~ DUKE REALTY ©1999, A&F Engineer;ng Co., Inc. B LEGEND oo ~OUR (00) = P.M. PEAK HOUR · = NEGLIGIBLE g6th STREET AND MERIDIAN STREET DUKE REALTY ~, (,) (,) .¢" (') (,) ..$' h (3) 4--~ - (2) 3~ ~ ~ (s) E 103rd ST. 102nd ST. '~ITE I SITE 2 PENN. PKY F D tl (~) (15) 23-~ (S) (13) 20-~ ~ FIGURE A2 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL A ©1999, A&F Eng;neering Co., Inc. 6~ I ~ITE 1 E 103rd ST. 102nd ST, PENN. PKY SITE 2 -.,~-4× j'~J-- D 96TH //-~ -I II II I- 28Z'~.. L_EGEN______D j * = N~'GL~'G[BL£ FIGURE A3 ASSIGNMENT & DISTRIBUTION 96th STREET AND OF GENERATED TRAFFIC VOLUMES MERIDIAN STREET FOR VACANT PARCEL B DUKE REALTY ©1999, A&F Eng;neering Co., Inc. W96TH SITE I SITE 2 (.) ,-~' (1) (1) 2-~, ~' l E 103rdST. 102nd S~ PENN. PKY IE - 1 (3) LEGEND j O0 ~OUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A4 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL B ©1999, A&F Engineering Co., [nc. f f A I W 96TH SITE I SITE 2 E 103rd ST. 102nd ST. PENN. PKY r'-.'- LEGEND = N£GL[GXBL£ I FIGURE A5 I A JB ~ ~., (4) ~ . (~.) ~, (,~) (2) I I SITE I SITE 2 //-]- (~) (7) E 108rd ST, 102nd ST. PENN. PKY IE =~' '%~9 (3) (24) 142.~ ~ (,) (2) LEGEND O0 = A.M. PEAK HOUR (00).= P.M. PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A6 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL C ©1999, A&F Engineering Co., Inc. W 96TH I I SITE I SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE f LEGEND NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A7 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL D ©1999, A&F Engineering Co., _T~,c. O) I I A [SITE I B SITE 2 W 96TH ~. ~. 1 (9) "-*- 1 (9) 1 (9) ~' g (57) ~ ~'- 27 (4) (22) '~ (13) 2-~ ~c. E 103rd ST. 102nd ST. PENN. PKY ~'~ ~43 (6) (59) 443,-'~' ~ LEGEND 00 I-- Ai,t~. PF_AK HOUR (00) = P.a. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A8 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL D ©1999, A&F Engineering Co., Inc. A I W 96TH ,&-, 2% 48% SITE 1 SITE 2 ~-- 4% 13% E 103rd ST. 102nd ST. PENN. PKY f . LEGEND t il I =NECL~C[B~C I FIGURE A9 I,, I ASSIGNMENT & DISTRIBUTION 96'h STREET AND OF GENERATED TRAFFIC VOLUMESI MERIDIAN STREET FOR VACANT PARCEL E DUKE REALTY ©1999, A&F Engineering Co., [nc. I A W 96TH 1 (8) (2) ~ ~ ~" 27 (148) ~1 t+ (19) (,) ~ I I HTE 1 SITE 2 (12) (~o) E 103rd ST. 102nd ST. PENN. PKY ~ 16 LEGEND O0 ~OUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A10 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL E ©1999, A&:F Engineer;rig Co., Inc. 96TH SITE I SITE 2 f E 103rd ST. 102nd ST. PENNPKY IE - tV-~- -- f LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE All ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 1) ©1999, A&:F Engineering Co., [nc. A I I SITE I SITE 2 W 96TH ~ ~,2o (~) ILEGEND 00 ~0UR (00) = P.M. PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY E 103rd ST. 102nd ST, PENN. PKY J E ~m (~) 6 ~ ~'~' "~-26 (5) '= '"' ~ 20 (5) t ~ FIGURE A12 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 1) ©1999, A&:F Engineering Co., Inc. B SITE 2 2%--'~ E 108rd ST. 102nd ST. PENN. PKY JD IL_EGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A13 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. t B ~ITE ~ SITE 2 96TH (6) (6) (6) ~- (,) ,-~ (3) 21''~' ~' LEGEND O0 ~UR (00) = P.M. Pr_AK HOUR * = NEGL[C;IBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (~) 06) ~' (20 3--~ -, (12) 2'-~, ~ E 103rd ST. 102nd ST. PENN. PKY IE -- D (6) (5o) '~- 206 (29) ,', (6) 090) (5o) (3~) FIGURE A14 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. I A I B 96TH LE GEN.______~D * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY f E 108rd ST. 102nd ST. ~ITE I SITE PENN. PKY 32x --~1 E 28% '-~ FIGURE A15 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/RESIDENTIAL PORTION) ©1999, A&F Engineering Co., Inc. 96TH ~ITE I :SITE 25 //-1- (~) (.) ,-~ A (2) 4 --~ - (2) 2 % ~ E 108rd ST. 102nd ST. PENN. PKY --fl El___ (7) (4) ,,o ~ 2 (7) (11) 17"~ _~' LEGEND O0 = A.M. PEAK HOUR (00) .= P.M. PEAK HOUR = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A16 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/RESIDENTIAL PORTION) ©1999, A&F Eng;neering Co., [nc. 96TH ILEGEND ~0 ~U~ (00) = P,M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY ! ;ITE 1 SITE 2 E 103rd ST. 102ndST. PENNPKY F' D FIGURE A17 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/RETAIL PORTION) ©1999, A&F Engineering Co., Inc. f (,) , .~ (2) 1-,.- (4) I-.~. .<.-~ (2) A I W 96TH ~ ~i. (2) ,,~,., (2) (0 - I I SITE I SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE j-J-- D [ ~-7 (28) ,-,. (5) ~, ,~.,s (40 (s) 2.--~ ~- (72) 27--~ "t..~ (3) ~'~,..~. '"~2 (6) - (3) (72) 27'-~ ~ (*) *.-.~- ILEGEND O0 ~OUR (00) = P.M, PEAK HOUR - · = NEGLIG;BLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A18 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/RETAIL PORTION) ©1999, A&F Engineering Co., Inc. A W 96TH LEGEND O0 ~OUR (00) = P.M. PEAK HOUR · : NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I SITE 1 SITE 2 E 103rd ST. 102nd ST. PENN. PKY I1= --- FIGURE A19 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/OFFICE PARK PORTION) ©1999, A&F Eng;neer;ng Co., Inc. A I ~ITE I B SITE 2 96TH (6) (6) (6) O) "" (3) 22--?J.- ~ ILEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (43) 310'-~ (4) (,) ,..~ (22) ~_ E 103rd ST. 102nd ST, PENN. PKY J'-' D ~, is (2) ~, -..-", (2) (4~)3,o-,+ ~ FIGURE A20 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/OFFICE PARK PORTION) ©1999, A&F Engineerlng Co., Inc. A I 2%'--)- B 96TH o~I ;SIT~ I SITE 2 E 103rd ST. 102nd ST. PENN. PKY I E m,- f f JLEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A21 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 1) ©1999, A&:F Engineering Co., Inc. 028) ~9-,~ (54) (527) A I Lmm W96TH (3) 19''~ ~ I iSITE 1 SITE 2 E 103rd ST. 102nd ST. PENN. PKY r D ~-s7 02) (72) v~- '~-48 (7) - ',:' <-- 3g (5) (32) LEGEND 00 -- A.M. PEAK HOUR (00).= P,M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY ,,I FIGURE A22 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 1) ©1999, A&F Engineering Co,, Inc. f I B g6TH LEGEND NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY E 103rd ST. 102nd ST. I ~ITE I ;SITE PENN. PKY I_E -_ f ~30% FIGURE A23 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&:F Engineering Co., Inc. '(-'90 (12) E 103rd ST. J .~ "~-,3 (22) (~) 26 ~ ~ ~ 384 (53)~ I oo= ~ P~K HOUR FIGURE A24 J (00) = P~ P~K HOUR J ~ NE8L[G]BLE GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN 96th STREET AND (SITE 2/OFFICE PARK PORTION) MERIDIAN STREET DUKE REALTY ~999, A~F Eng;neerTng Co., inc. W 96TH LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I I SITE I SITE 2 ~- 19% E 103rd ST. 102nd ST. PENN. PKY ~1 Et--- f 75% "~ ,,,o '"('-17% FIGURE A25 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/RETAIL PORTION) ©1999, A&F Engineering Co., Inc. E 103rd ST. __ jJ LEGEND / ~ 00 = A,M, P~K HOUR (oo) = ~.~. ~ ~ou~ I FIGURE A26 · = NECUO~,LE ~ GENERATED TRAFFI~ VOLUMES 96th STREET AND FOR ~OMPREHENSIVE PLAN MER/DIANSTREET (SITE 2/RETAIL PORTION) DUKEREALTY ~1999, A~F Eng~neer;~g ~ ~d H I Il ~£1 __ , - H, III E 103rd El'. '2.. I -- /'S,TE1 _~2 - ~ ~ o ~--. I---------- -- ~ ~ --~ ~ ~ .... ~ ~ ~ ~,~ ~ ~-- ., I ~~ ~TE ~ Ili~.~: / ~ 11 ~1~ ~ ~ _~ ~ ':x ~ FIGURE A27 ~ ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES 96th STREET AND ................ ~0~ CO~P;E,E,SlVE ~Ln~ DUKE REAL Y A I B W 96TH '- (9) (2] I SITE 1 SITE 2 LEGEND (28) ~-9 (80 (S) 34 ~ (~) ~ 09) ~ ~ E 108rd ST. 102nd ST. PENN. PKY IE (3) (64) 4,76 (5) · t.,~o (6) f oo = ^.M. ~K HOUR FIGUREA28 J (oo,= P.M. PEAK HOUR I · = NEGLIGIBLE GENERATED TRAFFIC VOLUMES J 96th STREET AND FOR COMPREHENSIVE PLAN ! ~m MERIDIAN STREET (SITE 3) I DUKE REALTY ©1999, A&:F Engineering Co., Inc. SITE I SITE 2 /FI-] E 103rd ST. 102nd ST. PENN. PKY LE --_ LEGEND · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A29 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 1) ©1999, A&:F Eng;neer;r~g Co., Inc. .,,..~ (~) (??) ~.~ (.39) 6 (319) 48..,~, B W 96TH (2) ~2.~' ~ E 103rd ST. 102nd ST. I PENN. PKY I SITE I I E L--__ (7) o, ~- ~ 24 (.3) f 09) ~ LEGEND --SJ 00 = A,M. PEAK HOUR FI~I~RE A-~O ~J (00) = P.M. PEAK HOUR --'~ -- ~' ' - NEGLIGIBLE il - 6ENEnATED T.AmC VOLUMES -!1 ~,~t,, STREET AND FOR PROPOSED DEVELOPMENT (SITE 1) J ~J MERIDIAN STREET ~ DUKE REALTY ~ --~ © 999, A&F Engineering Co., [nc. f I A I I SITE 1 ?.~./o,,~,-__~_, _ _ B :SITE 2X--~' 96TH LEGEND NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY E 103rd ST. 102nd ST. PENN. PKY IE f FIGURE A31 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., [nc. (4) (12) (22) (.3! 26 ~ ~' (7) 5~.~' (692) 101 ~ 040 LEGEND O0 ~OUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A32 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. A ~ITE 1 B SITE 2 96TH E 103rd ST. 102nd ST. PENN. PKY ---- J'-" D LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A33 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/HOTEL PORTION) ©1999, A&F Engineer{~g Co., Inc. I A ! I SITE I B SITE 2 E 103rd ST. 96TH 102nd ST. PENN. PKY IE - _1-% ~ "t.., (,) (,) ,¢"* (") (,) LEGEND 00 = A.M. P~K HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A34 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/HOTEL PORTION) ©1999, A&F Engineering Co., Inc. A I W 96TH f ! I ISITE I SITE 2 f E 108rd ST. 102nd ST. PENN. PKY IE f ~ 15% 83% "~ ~ _~ +-7% IL_EGEN__.~D * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A35 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 3) ©1999, A&:F Engineering Co., [nc. A I I SITE I B SITE 2 96TH E 103rd ST. 102nd ST. PENN. PKY IE .~ ~1 (7) I~ ,~- 1 (7) (4) 't. 4 03) (22) (266) 85 ~ LEGEND O0 = A, id. P~J~K HOUR (O0) = P,M, PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A36 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 3) ©1999, A&:F Engineering Co., Inc.