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Home My WebLink AboutTraffic Impact Analysis May1999TRAFFIC IMPACT ANALYSIS PROPOSED RETAIL & OFFICE DEVELOPMENT 96TM STREET & MERIDIAN STREET CARMEL, INDIANA PREPARED FOR DUKE REALTY MAY 1999 PREPARED BY: A & F ENGINEERING CO., INC. CONSULTING ENGINEERS 5172 EAST 65TM STREET INDIANAPOLIS, IN 46220 PH 317-842-0864 FAX 317-849-6816 DUKI~ REALTY- 96TM STR~i AND MI~RIDIAN STR~T TRAFFIC IMPACT AN ALYSlS 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- 96nt STREET AND ~ERIDIAN STREET TRAI~IC IM PACT AN ALY$1S TABLE OF CONTENTS LInT OP FIG--S ................................................................................................................................................... III CERTIFICATION ..................................................................................................................................................... IV INTRODUCTtON ....................................................................................................................................................... ! PURPOSE ................................................................................................................................................................. 1 SCOPE OF WORK ..................................................................................................................................................... 1 DESCRIPTION OF THE PROJECT ................................................................................................................................. 3 STUDY AREA .......................................................................................................................................................... 3 DESCRIPTION OF VACANT PARCELS ......................................................................................................................... 4 TABLE 1 - VACA~TPARc~ RECOMMENDED LAND USE ...................................................................................... 4 DESCRIPTION OF E, XIgTING ZONING PLAIq US£ ......................................................................................................... 7 DESCRIPTION OF COMPREHENSIVE PLAN USE ........................................................................................................... 7 DESCRIPTION OF THE ABUTllNG STREET SYSTEM .............. : ...................................................................................... 7 TRAFFIC DATA. ....................................................................................................................................................... 8 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMEN'r ............................................................................... 8 TABLE 2 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT .............................................................................. 9 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS .............................................................................................. 9 TABLE 3 - GENERATED ?Ries FOR VAC~rr LANDs .............................................................................................. 9 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN .................................................................................. 9 TABLE 4 - GENERATED TRIPS FOR EXISTING ZONING PLAN ................................................................................. 9 GENERATED TRAFFIC VOLUMES FOR COMPRI'3HENSIVE PLAN ................................................................................. 10 TABLE 5 - GENERATED TRIPS FOR COMPREHENSIVE PLAN ................................................................................. I0 INTERIqAL TRIPS ................................................................................................................................................... 10 PAss-BY TRIPs ..................................................................................................................................................... 10 ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIc ............................................................................................ 10 PRnK HOUR .......................................................................................................................................................... 11 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ......................................................................................... 11 PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STP~ET SYSTEM ....................................................... 11 VACANT LAND TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM ........................................................................ 12 E~STING ZONING PLAN PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM ................................................. 12 COMPREHENSIVE PLAN PLAN TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM .................................................. 12 YEAR 2009 TRAFFIC VOLUMES ............................................................................................................................. 12 CAPACrrY AN~LYSlS ............................................................................................................................................ 18 DESCRI~rio~ OP LEVELS OP SERVIC£ ....................................................................................................................18 C~AcrrY A~ALYSES SCEN~OS ..................................................................... ~ ................................................... 20 TADLE 6 - LEVEL OF SERVICE SUMMARy-96TH STREET AND MERIDIAN STEd~ET/U.S. 31 .................................... 27 TABLE 7 - LEVEL OF SERVICE SUMMARY-96TH STREET .AND SPRING MILL ROAD ............................................... 28 TABLE 8 - LEVEL OF SERVICE SUMMARy-96TH STREET AND COLLEGE AVENUE ................................................ 29 T.MSLE 9 - LEVEL OF SERVICE SUbIMARY-96TH STREET AND WEST DRIVE OF PARKWOOD EAST ......................... 30 TABLE 10 - LEVEL OF SERVICE SUMMARY- 103RD STREET AND MERIDIPaX~ STREET/U.S. 31 ................................ 31 TABLE 11 - LEVEL OF SERVICE SUMMARY-96TH STREET AND SI'rE 2 (PARKWOOD WEST) WEST ACCESS POINT.. 32 T.a3LE 12 - LEVELOF SERVICE SUMMARY-96TH STREET AND SITE 2 (PARKWOOD WEST) MIDDLE ACCESS Pr... 32 I DUKE RF. ALTY- 96TM STREFT AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS TABLE OF CONTENTS (CONTINUED) TABLE 13 - LEVEL OF SERVICE SUMMARYo96TH STREET AND SITE 2 (PARKWOOD WEST) EAST ACCESS POINT.. 33 TABLE 14 - LEVEL OF SERVICE SUMMAR¥-96TH STREET ~/qD SiTE 3 ACCESS POINT .......................................... 33 CONCLUSIONS ....................................................................................................................................................... 34 RECOMMENDATIONS ....................................................................................................................~0 SU~MAB¥ ............................................................................................................................................................ 42 II Dcr~l~ REALTY - 96m'S'I'Ri:~. 1 AND MERIDIAN STRI~T TRAFFIC IMPACTANALYSIS LIST OF FIGURES FIouRE 1: AREAMAP ............................................................................................................................................. 5 FIGURE 2: VACANT PARCELS ................................................................................................................................... 6 FIGURE 3: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ............................................................. 13 FIOURE 4: GENERATED TRAFFIC VOLUMES FOR VACANT LAND .............................................................................. 14 FIGURE 5: GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN ................................................................ 15 FIGURE 6: GENERATED TRAFFIC VOLUMES FOR COMPRE[IENSIVE PLAN ................................................................. 16 FIGURE 7: YEAR 2009 TPO. FFIC VOLUMES ............................................................................................................. 17 FIGURE 8: EXISTING TRAFFIC VOLUMES ................................................................................................................ 22 FIGURE 9: SUM OF Ems~n~o, YEAR 2009, ~tD VAC~Cr LAND TR~,FF~C VOLUMES ................................................. 23 FIGURE 10: SUM OF EE~STING, YF.~,R 2009, VACANT LAND, AND EXISTINO ZONING PLAN TRA[I~C VOLUMES ......... 24 FIGURE 11: SUM OF EmST~NG, YEAR 2009, VACANT LAND~ AND COMPPatENSIVE PLAN ~C VOLUMES ............ 25 FIGURE 12: SUM OF EmST~G, YEAR 2009, VACANT LAND, ~ PROPOSED DEVELOPMENT TR~F~C VOLUMES ..... 26 IIl DtrKl~ RSALTY- 96ra STRl!~r AND b/I~RIDIAN STRI~'~T TRAFFIC [MPACTANALYSIS CERTIFICATION I certify that this TI~'~-~c I~ACr ANALYSIS has been prepared by me and under my immediate supervision and that I have experience and training in the field of traffic and t~ansportation engineering. A&F ENC~m~G Co., INc. Steven $. Fehribach, P.E. Indiana Registration 890237 R. Matt Brown E,I. Transportation Engineer IV DUKE R~LTY- 96ra STREET AND MERIDIAN STREET TRAFFIC IMPACT AN ALYSIS INTRODUCTION This TRAFFIC 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 96t~ Street between Meridian Street (U.S. 31) and Spring Mill Road and Meridian Street and Parkwood East 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: · 96t~ Street and Meridian Street/U.S. 31 96t~ Street and Spring Mill Road · 96t~ Street and College Avenue · 96th Street and West Drive ot'Parkwood East Development · 103~ Street and Meridian Street/U.S. 31 I DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 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. VacantI~tnds - The vacant lands within the study area that have been identified by the City of Cannel 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 1: SCENARIO 2: SCENARIO Existing Conditions - Based on existing roadway conditions and traffic volumes. Vacant La~d - 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 Plan - 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 RI~AL'rV - 96TM STREh'T AND M~RIDIAN STREh-'r TRAFFIC IMPACTANALY$IS S(:ENA~O 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 tragic 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 96a Street between Meridian Street (U.S. 31) and Spring Mill Road and Meridian Su'eet and Parkwood East Development in Carmel, Indiana. As proposed, the developmem will consist of the following uses: Site 1:450,000 square feet of office park Site 2:750,000 square feet ofofflce 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: 96~ Street and Meridian Street/U.S. 31 · 96th Street and Spring Mill Road · 96ta Street and College Avenue · 96th Street and West Drive nfParkwood East Development · 103r~ Street and Meridian StreetaJ'.S. 31 · Access Points along 96a' Street 3 DUKE REALTY- 96TM STRKBT 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 of the vacant parcels are shown on Figure 2. TABLE 1 - VACANT PARCEL RECOlVOdENDED 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 -- -- ~ ~' E 103rd ST. ' A ,11~ /~ :~11 ~11 / I1--i-~-~ I ;11 X-~'~ ~-I II ~~' ;I I ~ ~l PENN. PK~ w96~, II //-IF-IFIl I1 II II II II 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 1 AREA MAP ©1999, A&F Engineering Co., [nc. ,// ~.1 ~II-~H II II ~ !' --I ~X~ ____J ~PENN PKY SITE 2 I //-II~FI1 II II II II II IF--ll-- 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 2 VACANT LANDS 01999, A&F Engineering Co.. Inc. DUK~ REALTY- 96TM STREET AND MERIDIAN S~R~ET TRAFFIC IMPACTANALYSI$ DESCRIPTION OF EXISTING ZONING PLAN USE The City of Carmel Departmem 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 developmem would be served by the public roadway system that includes 1-465, U.S. 31, 96* Street, 103rd Street and Spring Mill Road. ~qTERSTATE 465 - is a major Interstate loop that surrounds the greater Indianapolis metropolitan area. ~MERIDIAN STREET/U.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 rrdd-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 cominues east to 1-69. 103m STREET - is all east-west roadway that provides access to residential and office park areas just north ofi-465 in Hamilton County, Indiana. SPRING MILL ROAD - is a north-south, two lane roadway that provides access to several residential areas throughout Marion County and Hamilton County. 7 DUKE REALTY- ~6m STREET AND MI~RIDIAN STREEt TRAFFIC IMPACTANALYSIS 96~ Street & U.S. 31 - This intersection is controlled by a full actuated traffic signal. The northbound approach consists of two exclusive left-tm lanes, a shared through/fight-turn lane and three through lanes. The southbound approach consists of two exclusive left-mm lanes an exclusive right-turn lane and three through lanes. The westbound and eastbound approaches each consist of an exclusive left-mm lane, a shared right-turn/through lane and a through lane. 96t~ Street & C~l~ege Avenue ~ This intersecti~n is c~ntro~ed by a fu~ actuated tra~c signal. All approaches at this .intersection consist of an exclusive left-mm lane and a shared right- mm/through lane. 96ta Street & U.S. Spring Mill Road- This intersection is controlled by a four-way stop condition. All approaches consist ora shared left-turn/though/fight-turn lane. lOfa Street & U.S. 31 - This intersection is controlled by a full actuated traffic signal. The northbound approach consists of two exclusive left-turn lanes, an exclusive right-mm lane and three through lanes. The southbound approach consists of an exclusive left-mm lane, an exclusive right-turn lane and three through lanes. The westbound and eastbound approaches each consist of an exclusive left-mm 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 96th Street by A&F Engineering Co., Inc. The traffic turning movement counts include an hourly total of all "through" traffic and all "turning" traffm 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 oftbe 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 oftbe trips that will be generated by the proposed development. Trip Generation, Institute of Transportation Engineers, Sixth Edkion, 1997. 8 DUKE REALTY- 96m STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSlS TABLE 2 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZE ENTER EXIT ENTER EXIT 1 Office Park 750 450,000 SF 686 85 91 561 2 Office Park 750 750,000 SF 1051 130 142 874 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 - GENERAa~ TPdPS 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 21 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 o GENERATED TRIPS FOR EXISTING ZONING PLAN DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZE EN"I~R 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 DUK~ REALTY- 96TM STR~ffI' AND MERIDIAN STRF.~T TRAF~C IMPACTANALY$1S 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 5 is a summary of these trips. TABLE 5 - GENERATED TraPs FoR COMPREHENSIVE PL~ DEVELOPMENT INFORMATION GENERATED TRIPS LAND ITE AM AM PM PM SITE USE CODE SIZE 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 Retail 820 80,000.SF 85 55 260 282 3 Office Park 750 364,000 SF 574 71 77 471 INTERNAL TRIPS An imernal trip results when a trip is made between two land uses without using the roadway system. Typically, internal trips occur in mixed-use developmems. Residemial developments are single-use, therefore, no reductions will be applied for internal trips when considering the residemial 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 of 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 1.5 percent for the intersection of Meridian Street and 96th Street and 3 percent for all other streets. 10 DUKE REALTY- 96~ STREET AND MI~RIDIAN STRUt TRAFFIC IMPACTANALYSIS PEAK HOUR Based on the existing traffic volumes that were collected for this analysis, the adjacent street peak hour varies between the intersections fi.om 7:00 AM to 8:30 AM and 4:30 PM to 6:00 PM. Therefore, the actual peak hour at each inte~ection 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 ;eolumes, fi.om 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 fi.om 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 I! DUKE REALTY - 96x~ STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 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 tra_ff~c 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 fi.om 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, and 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 traff'lC 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 (9o) (4S) (266) ( A I I I ISITE I SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE - (46) ,-, ~-, ~ (30) (2),4-.~ f ~ (8) = ~ ~' e-sss (4) 32 (773) (tO) (~.2) (906) LEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY - 't., 03) (453) I12 '-e" (6.) ~33-,f' f ~, ( FIGURE 3 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ]3 ©1999, A&F Engineering Co., Inc. E 103rd ST. 102nd ST. SITE I PENN. PKY SITE 2 '"' "- "' "~ 7 (34) (3) ,..~' f p 03) -- * ~ (62) (23) 36~' f r~ (18) o. ~ (2ol =~- 't..19 (3) ~ (430) (24.) 142 '~ f (86) - LEGEND O0 ~UR (00) = P.M. PEAK HOUR · = NE:CLICTBLE: FIGURE 4 96th STREET AND MERIDIAN STREET DUKE REALTY GENERATED TRAFFIC VOLUMES FOR VACANT LANDS ©199g, A&F Engineering Co., Inc. 14 (~4) ~ o - I277) 42 ~ A ~ITE I B SITE 2 96TH ._,~' =~.'~ 't-30 (45) ~ *~ = (17) (5) ~8~ -= LEGEND OO = A.a. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (15) (76) (39) E 103rd ST. 102nd ST. PENN. PKY IE (18) ~'~" -'~" "~" 28 (10) (115) 357'~ { (90) * (82) (200) 15 FIGURE 5 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN ©1999, A&F Engineering Co., Thc. (64) (es) u ~ (89) '~'-201 (38) f A !SITE I E lO,rd ST. 102nd ST. PENN. PKY IE - B SITE 2 D W 96TH ~ ~, ,~.8(501 (12) (64) 47B (290) (6) ',(-'303 (74) LEGEND O0 ~OUR (00) = P.M. PF_AK HOUR -- = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 6 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN 16 ©1999, A&F Engineering Co., Inc, m) 5o~' f r~ 69) 96 ~ (3n) (2~5) 124 (509) 47 (75) A I b____ B 96TH ~..,"" (6o) (44) 75-~' '1' ~ I SITE I SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE (562) (8) z-~, LEGEND O0 : A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (275) ~ ~ ,~.,4o (~6) (365) 408-f' f ~ (~) -.- FIGURE 7 YEAR 2009 TRAFFIC VOLUMES ©1999, A&:F EngineerTng Corn, Inc. DUKE REAL'r'V- 96m STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 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 Iow 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, Washington, DC, Special Report 209, 1985. 18 DUKE RF. ALTY- 96TM STRUT AND MERIDIAN STREET TRAFFIC IMPACTANALY$IS Level of Service D - describes operations with delay in the range of 25. I 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 oversamration, 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 DUKe. R~ALTY - 96ra ~TREETAND MERIDIAN STR~T TRAFFIC IMPACTANALYSlS 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 he made for the AM Peak Hour and PM Peak Hour for each of the study intersections for each of the following scenarios: SCENAR/O l: SCENARIO 2: SCENARIO 3: SCENARIO 4: SCENAPdO 5: F~sting Traffic Volumes - These are the traffic volumes that were obtained in January and February 1999. Figure 8 is a summary of th,~se traffic volumes at the study intersections. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Tra~c Volumes - Figure 9 is a summary of these traffic volumes at the study intersections for the peak hour. Exisang Traffic Volumes + Vacant I_ard Generated Traffc Volumes + Year 2009 Tra~c Volumes + Existing Zoning Plan Generated Tra~c Volumes - Figure 10 is a summary of these traffic volumes at the study intersections for the peak hours. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes + Comprehensive Plan Generated Traffic Volumes - Figure 11 is a summary of these traffic volumes at the study interseetions for the peak hours. Existing Traffic Vohtmes + Vacant Land Generated Traffic Volumes ~- Year 2009 Traffic Volumes - Proposed Development Generated Traffic ['blumes - Figure 12 is a summary of these traffic volumes at the study intersections for the peak hour. 2O DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT AN ALYSIS 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 repon are a summary of the results of the level of service analyses and are identified as follows: Table 6 - 96th Street and Meridian Street/U.S. 31 Table 7 - 96th Street and Spring Mill Road Table 8 - 96t~ Street and College Avenue Table 9 - 96~ Street and West Drive of Parkwood East Developmem · Table 10 - 103ra Street and Meridian Street/U.S. 31 Table 11 - 96t~ Street and Site 2 (Parkwood West) West Access Point Table 12 - 96t~ Street and Site 2 (Parkwood West) Middle Access Point Table 13 - 96t~ Street and Site 2 (Parkwood West) East Access Point Table 14 - 96th Street and Site 3 Access Point 21 A I I SITE I SITE 2 EE 108rd ST. 102nd ST. PENN. PKY I_E -~-,0 't.i~ (6) (28) 194~ t ~ (562) (8) 2 ~ LEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR ,, = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY 22 ,~,-,n (239) ~,~ { ,~"122 (144) (208) (42) .--."'.-- FIGURE 8 EXISTING TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. ~ ~, ,~-.2~7 (607) (72) 30J' f ~ (75) ~ ~ (420) A I I SITE I B LEGEND O0 : AM, PEAK HOUR (00) : P.M. PEAK HOUR = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY SITE 2 /F]I-] E 103rd ST. 102nd ST. PENN. PKY IE ~ ~, ~159 (287) (257) (~8) 15~-~,. S~.,~ -- 23 FIGURE 9 SUM OF EXISTING, YEAR 2009, & VACANT LAND GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. A I I SITE I SITE 2 96TH //-] v.~.,=. - --, -.(~o) ~ ~ ,,~'47 (75) (430) (297) 81 E 103rd ST. 102nd ST. PENN. PKY IE r D ILEGEND O0 = A.M. PEAK HOUR (00) = P.M, PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 10 SUM OF EXISTING, YEAR 2009, VACANT LANDS & EXISTING ZONING PLAN GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. 24 A I ~ITE 1 SITE 2 (50) 95~ (468) ~, _?. (28) 42.~, (15) E 103rd ST. 102nd ST. PENN. PKY IE ~ {, ,~.168 (348) (1179) 558~ ~' ~ (512) 194-~, ~- "" LEGEND 00 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGL[O[BL[ 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 11 SUM OF EXISTING, YEAR 2009, VACANT LANDS & COMPREHENSIVE PLAN GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co., [nc. 020) (790) d '1, ~ (1) (~8) ,:z~-~' {' ~ (8) 2% ~SS A I f lITE 1 SITE 2 W 96TH "t.. 6~0 (85) E 10~d ST. 102nd ~. ,,, (887) (753) 895--m,,- PENN. PKY IE D (1251) I898,-~. (13) (1966) LEGEND i O0 ~UR (00) = P.M. PE. AK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE 12 SUM OF EXISTING, YEAR 2009, VACANT LANDS & PROPOSED DEVELOPMENT GENERATED TRAFFIC VOLUMES ©1999, A&F EngTneerTng Co., Inc. 26 DUKE REALTY- 96m STREET AND M~dDIAN STR~31' TRAFFIC IMPACTANALYSIS TABLE 6 - LEVEL OF SERVICE SUMMARY-96n~ STREET AND MERIDIAN STREET,q.J.S. 31 AM PEAK HOUR MOVEMENT SCENARIO SCENARIO' SCENARIO SCENARIO SCENARIO I 2 3 4 5 Northbound Approach C C C B B Southbound Approach E * * * * Eastbound Approach E C C B B Westbound Approach C B C B B Intersection D * * * * PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach C * B * Southbound Approach C * B * * Eastbound Approach D C * C B Westbound Approach D B * B B Intersection D * * * * SCENAmO 1: Existing Traffic Volumes with Existing Conditions SCENARIO2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCENARIO 3: 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 southbound approach to include two left-turn lanes, three through lanes and two right-turn lanes and the modification of the eastbound and westbound approaches to include a right-tm lane, two through lanes and two left-mm lanes. 27 DUKE REALTY- 96~ STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS TABLE 7 - LEVEL OF SERVICE SUMMARY-96m STREET AND SPRING MILL ROAD AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO I 2 3 4 5 Northbound Approach C * B B B Southbound Approach C * B C B Eastbound Approach D * B C B Westbound Approach C * B B B InterseCUon C * B C B PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 5 Northbound Approach D * B B B Southbound Approach D * C D C Eastbound Approach C * B B B Westbound Approach D * B * C Intersection D * B * B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCEN~q/O 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCENARIO 3: 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 SCEN~d~O 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. exceed the limits &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 DUK~ REALTY- 96TM STRI~'T AND MI~IDIAN STRI~h-'r TRAFFIC IMPACT ANALYSIS TABLE 8 - LEVEL OF SERVICE SUMMARY-96T~ STREET AND COLLEGE AVENUE AM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO I 2 3 4 5 Northbound 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 C 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 Condkions 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 traffic volumes at this intersection * The intersection operates below acceptable levels. 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 leA-turn lane. Furthermore, the existing traffic signal should be modified to include prote~t~d/permitted left-turn movements along all approaches. 29 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAF~C IMPACTANALYS[S TABLE 9 - LEVEL OF SERVICE SUMMARY-96m STREET AND WEST DRIVE OF PARKWOOD EAST 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 C B Intersection A A B C B PM PEAK HOUR MOVEMENT SCENARIO SCENARIO SCENARIO SCENARIO SCENARIO 1 2 3 4 Northbound Appro~h D C B C C Southbound Approach B A B C C Eastbound Approach B F A B B Westbound Approach A F B B B Intersection A F B B B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO2: 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 Developmem 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 installation of a traffic signal at this intersection and the modification of the existing eastbound right-turn lane to become a shared through lane/right-turn lane. 3o D~KE REALTY- 96m STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSI$ TABLE 10 - LEVEL OF SERVICE SUMMARY-103P'' STREET AND MERIDIAN STREET/U.S. 31 AM PEAK HOUR 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 Westbound Approach D A A A A Intcrscexion C * * * * SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENAR/O 2: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions SCENARIO 3: 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 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- ~m STREETAND MERIDIAN STREET TRAFFIC IMPACTANALYSIS TABLE 11 - LEVEL OF SERVICE SLrt~vV~Y-96m STREET AI~ SITE 2 (PARKWOOD WEST) WEST ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Southbound Approach B C Eastbound Approach B B Westbound Approach A B Intersection B B SCENAPdO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions Note: The proposed conditions include the installation of a traffic signal and the modification of the westbound approach to include a through lane and a shared fight-turn/through lane and the modification of the eastbound approach to include a through lane and an exclusive left- mm lane. TABLE 12 - LEVEL OF SERVICE SUMMARY-96m STREET AND SITE 2 (PARKWOOD WEST) MIDDLE ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Northbound Approach F F Southbound Approach * * Eastbound Approach C B Westbound Approach B C lnterseCUon * * 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 MiSRID1AN STREET TRAFFIC IMPACTANALY$1S TABLE 13 - LEVEL OF SERVICE SUMMARY-96va STREET AND SITE 2 (PARKWOOD WEST) EAST ACCESS POINT SCENARIO 5 MOVEMENT AM PEAK PM PEAK Southbound Right B B Intersection A A SCEIq~dUO 5: Sum of Existing, Year 2009, Vacant Land, and Proposed Developmem 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 SUIvIMARY-96ra STREET AND SITE 3 ACCESS Pon, rr 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 right-in/right-out drive. 33 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACT ANALYSIS 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 adeqtuae 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 greeter 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. Thc volume over capacity ratios for thc critical movements at the intersection of 96th Street and Meridian Street will be improved by the proposed improvements at this intersection. 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 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 DUKff REAL'IV- 96m STR£~r AND MI~RIDIAN STREET TRAFFIC IMPACTANALYSIS 96ca 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 Zoning Plan (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 oftbe eastbound and westbound approaches to include a right- mm lane, two through lanes and two left-turn lanes. Furthermore, the southbound approach should be modified to include two left-mm lanes, three through lanes, and two right-turn lanes. Proposed Developmott (Scenario 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 RffALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC iMPACT ANALYSIS 96m STREET AND SPRING MILL 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 fi.om 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 Zoning Plan (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 changes. 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. Comprehensive Plan (Scenario 4) - With the traffic volumes fi.om 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 below acceptable levels during the PM Peak Hour with the proposed improvements needed by Scenario 3. Proposed Developrnent (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. 36 DUKE REAL2'3' - 96TM STR~ui AND ~V~ERIDIAN STREET TRAFFIC IMPACTANALYSIS 3. 96TM STREET AND COLLEGE AVENUE Existing (Scenario I) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometries, has shown this intersection is operating at acceptable levels. Vacant Lands(Scenario 2) - With the traffic volumes from the vacant lands and the background tra~c 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 Zoning Plan (Scenario 3) - With the traffic volumes fi'om 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 geometrics include the modification of all approaches to include an exclusive right-mm lane, an exclusive leK-mm lane and a through lane. The existing traffic signal should be modified to include protected'permitted leK-turn movements along all approaches. Coraprehens~ve 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 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 operate at acceptable levels with the proposed improvements needed by Scenario 3. 37 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 103~ STREET AND U.S. 31 Existing (Scet~ario /) - 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 geometries. Existing Zoning Plan (Scenario 3) - With the u'affic 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-tom 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. 38 DUKE REALTY- 96¥:~ STREET AND MERIDIAN STREh-'T TRAFFIC IMPACTANALYSlS 5. 96m STREET AND WEST DPdX'E OF PARKWOOD EAST 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 ZoningPlan (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 existing eastbound right-mm lane to become a shared through lane/right-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 5) - 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. 39 DUKE REALTY - 96TM STREET AND MERIDIAN STREET TRAF'~IC IMPACTANALYSIS 6. 96TM STREET AND SITE 2 (PARKWOOD WEST) 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 geometrics include the modification of the westbound approach to include a through lane and a shared right-turn/through lane and the modification of the eastbound approach to include a through lane and an exclusive le~turn lane. Finally, the access drive includes an outbound left-mm lane and an outbound shared left-turn/right-mm lane. 7. 96TM STREET AND SITE 2 (PARKWOOD WEST) MIDDLE ACCESS POINT Proposed Development (Scenario 5) - This intersection will operate below acceptable levels due to the high volume of through traffic along 96°n 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. 8. 96TM STREET AND SITE 2 (PARKWOOD WEST) EAST ACCESS POINT Proposed Development (Scenario 5) - This right-in/right-out access will operate above acceptable levels during the AM and PM Peak Hour. 9. 96TM STREET AND SITE 3 ACCESS POINT Proposed Development (Scenario 5) - This right-in/right-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. 96r" STREET AND U.S. 31 This intersection should be modified to include two exclusive left-mm lanes, 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-turn lanes. 40 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS Due to the large mount 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. 96m STREET AND SPRING MILL ROAD A full actuated traffic signal should be installed at this intersection. This intersection should be monitored and a shared right-tm lane/through lane and an exclusive left-turn lane should be constructed on all approaches when traffic volumes warrant such actions. 96ra STREET AND COLLEGE AVENUE Monitor and modify this intersection to include an exclusive right-mm lane, an exclusive through lane and an exclusive left-mm 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. 103m STREET AND U.S. 31 Due to the large mount of traffic along Meridian Street, the 103ra 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. 96m STREET AND WEST DRrv-E OF PARKWOOD EAST DEVELOPMENT A full actuated traffic signal should be installed at this access point when warranted. The existing eastbound right-mm lane at this access point should be modified to become a shared through lane/fight-mm lane. 96m STREET AND SITE 2 (PARKWOOD WEST) WEST ACCESS Pon, rr A full actuated traffic signal should be installed at this access point when warranted. The proposed access should be constructed with two inbound lanes, a left-mm outbound lane, and a shared left-mm/right-mm outbound lane. All lanes should be a minimum of twelve feet in width. 41 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALY$1S 7. 96va STREET AND SITE 2 (PARKWOOD WEST) MIDDLE ACCESS POINT 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. 8. 96ra STREET AND SITE 2 (PARKWOOD WEST) EAST ACCESS Pou, rr. The proposed access should be constructed as right-in/right-out only. 9. 96~ STREET AND SITE 3 ACCESS POINT The proposed access should be constructed as right-in/right-out only. 10. 96r~ STREET · Spring Mill Road to Meridian Street - This section should be upgraded to include two eastbound and two westbound lanes. One lane in each direction shall be used as a combination through/mm lane in order to provide access to the development drives located along this section of roadway. · Meridian Street to West Drive of Parkwood East - This section should be modified to include two eastbound and two westbound lanes. StrMMAR¥ The capacity analysis results from 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 REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS APPENDIX A This document contains the traffic data that were used in the TRA~'~'~C IMPACT ANALYSIS for the proposed development. Included is the intersection mining 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, existing zoning plan and comprehensive plan are also included. DUK£ REALTY - 96TM STREET AND l~Rl DIAN STRh'h'T TRAFFIC IMPACTANALYSlS APPENDIX A TABLE OF CONTENTS 96TM STREET AND i~EPdI)IAN STREET/U. S. 31 ............................................................................... 1 96TH STREET AND SPRING MILL ROAD ....................................................................................... 15 96TH STREET AND COLLEGE AVENUE ......................................................................................... 29 96TH STREET AND WEST DRIVE OF PARKWOOD EAST ................................................................. 43 103RD STREET AND MERIDIAN STREET/U.S. 31 .......................................................................... 61 96TH STREET AND PROPOSED ACCESS POINTS.....i ....................................................................... 75 96TH STREET ............................................................................................................................. 92 ADDITIONAL FIGURES ................................................................................................................ 98 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSI$ 96TM STREET AND MERIDIAN 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 HR BEGIN 7:30 AM I I HR BEGIN 4:30 PM L T R TOT I L T R TOT I L T R TOT 42 1149 88 1279 I I 64 2028 53 2145 355 197 104 656 I I 316 208 42 566 540 1793 344 2677 I I 337 1247 308 1892 122 133 320 575 I I 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 521 884 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 CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY : U.S. 31 & 96TH STREET (01) : JANUARY 20, 1999 : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 19 0 19 358 10 368 25 1 26 402 11 413 7- 8 28 0 28 954 15 969 68 2 70 1050 17 1067 8~ 9 55 6 61 964 50'1014 78 4 82 1097 60 1157 PM 4- 5 58 2 60 1654 57 1711 41 0 41 1753 59 1812 5- 6 75 2 77 1891 35 1926 59 2 61 2025 39 2064 6- 7 55 0 55 1239 9 1248 41 1 42 1335 10 1345 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 BOTH 6- 7 175 2 177 70 1 71 31 1 32 276 4 280 7- 8 310 6 316 152 5 157 106 0 106 568 11 579 8- 9 307 7 314 190 6 196 85 6 91 582 19 601 PM 4- 5 310 14 324 184 3 187 33 2 35 527 19 546 5- 6 274 7 281 191 4 195 41 4 45 506 15 521 6- 7 244 6 250i 134 3 137 39 0 39 417 9 426 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 : JANUAi~Y 20, 1999 DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTHiPASS TRUCK BOTH 6- 7 198 5 203 787 8 795 187 2 189 1172 15 1187 7- 8 397 14 411 1615 24.1639 310 9 319 2322 47 2369 82 9 384 21 405 1595 69 1664 284 22 3'06 2263 112 2375 PM 4- 5 278 5 283 1150 36 1186 294 8 302 1722 49 1771 5- 6 375 5 380 1362 25 1387 329 5 334 2066 35 2101 6- 7 263 2 265 934 7 941 277 1 278 1474 10 1484 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 RIGHT PASS TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH TRUCK BOTH 6- 7 50 0 50 29 1 30 139 4 143 218 5 223 7- 8 126 1 1271 112 4 116 321 1 322 559 6 565 8- 9 99 3 102 121 6 127 237 7 244 457 16 473 PM 4- 5 119 i 120 217 2 219 57'3 7 580 909 10 919 5- 6 125 1 126 212 0 212 541 5 546 878 6 884 6- 7 73 1 74 178 1 179 274 3 277 525 5 530 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 2112 3594 16.7% 24.6% 58.8% 100.0% 4 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2,4g 04-23-1999 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 No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 355 197 104 12.0 12.0 26 3.00 3.00 3.00 westbound L T R 1 2 < 0 122 133 320 12.0 12.0 8O 3.00 3.00 3.00 Northbound L T R 2 4 < 0 42 1149 88 12.0 12.0 22 3.00 3.00 3.00 Southbound L T R 2 3 1 540 1793 344 12.0 12.0 12.0 172 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 15.0A 20.0A Yellow/AR 4,0 4.0 Cycle Length: 105 secs Phase 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 20.0A 38.0A Yellow/AR 0.0 4.0 combination order: #1 #2 #5 #6 5 6 7 8 Intersection Performance Summary Adj Sat v/c g/C Lane Group: Mvmts Cap Flow Ratio L 364 1770 1.027 TR 713 3567 0.425 L 410 1770 0.312 TR 673 3366 0.613 L 573 3539 0.079 TR 2745 7390 0.513 L 573 3539 1.021 T 2076 5588 1.000 R 874 1583 0.207 EB WB NB SB Intersection Delay = Ratio 0.381 0 200 0 381 0 200 0 162 0 371 0 162 0 0 32 371 552 9 sec/veh Approach: Delay LOS Delay LOS 61.7 F 44.8 E 24.0 C 14.4 B 23.2 C 25.9 D 24.1 C 16.9 C 16.7 C 62.9 F 40.1 E 36.6 D 7.7 B Intersection LOS = D Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 1.031 HCM: SIGNALIZED INTERSECTION SUMMARy Version 2.4g 04-23-1999 Canter For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMS1.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 1-Existing Conditions Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 042 1 2 < 0 2 4 < 0 2 3 1 Volumes 316 208 144 239 644 64 2028 53 337 1247 308 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 10 161 13 154 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 Phase Combination 1 2 EB Left * * Thru * Right * Peds WB Left * * Thru * Right * Peds NB Right SB Right * Green 15.0A 25.0A Yellow/AR 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 16.0A 36.0A Yellow/AR 0.0 4.0 Cycle Length: 104 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Adj Sat v/c g/C Flow Ratio !770 0 968 3652 0 290 1770 0 314 3352 0 953 3539 0 156 7429 0 906 3539 0 827 5588 0.726 1583 0.190 Ratio Delay 0.433 48 1 0.250 20 4 0.433 12 1 0.250 39 9 0.125 26 2 0.356 24 2 0.125 37 2 0.356 19 8 0.538 · 8 0 Lane Group: Mvmts Cap L 344 TR 913 L 484 TR 838 L 442 TR 2643 L 442 T 1988 R 852 Approach: LOS Delay LOS E 35.8 D C B 35.5 D D D 24.3 C C D 22.0 C C B Intersection LOS = D = 0.925 EB WB NB SB Intersection Delay -- 26.5 sec/veh Lost Time/Cycle, L = 12.0 sec Critical v/c (x) 6 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 05-06-1999 Center For Microcomputers In Transportation ======================================================================= .Streets: (E-W) 96th 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 ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound T R 1 2 < 0 444 289 151 12.0 12.0 38 3.00 3.00 3.00 Westbound L T R 1 2 < 0 159 164 424 12.0 12.0 106 3.00 3.00 3.00 Northbound L T R 2 4 < 0 58 1321 222 12.0 12.0 55 3.00 3.00 3.00 Southbound L T R 2 3 1072 2062 408 12.0 12.0 12.0 204 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 14.0A 14.0A 3 4~ NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right Green 5 6 7 8 7.0A 16.0A Yellow/AR 4.0 4.0 Yellow/AR 4.0 4.0 Cycle Length: 67 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Adj Sat v/c g/C Lane Group: Mvmts Cap Flow EB L 507 1770 TR 799 3568 WB L 508 1770 TR 752 3357 NB L 423 3539 TR 1859 7325 SB L 423 3539 T 1418 5588 R 827 1583 Ratio 0 921 0 556 0 329 0 708 0 149 0 928 2 750 1 684 0 259 Intersection Delay = Ratio 0 493 0 224 0 493 0 224 0 119 0 254 0 119 0 254 0 522 (sec/veh) Approach: Delay LOS Delay LOS 25.4 D 20.6 C 15.5 C 6.6 B 15.0 B 17.6 C 17.1 C 21.9 C 22.1 C '5.7 B Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 7 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 05-06-1999 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 -~'' '~'-<-~--i-~-- -~--<-~ .... ~-- -~'-<-~ .... ~-- -2 ...... 1 Volumes 386 257 68i 287 337 1137 109 2332 89 452 1434 394 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 17 284 22 197 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 * Feds Feds WB Left * * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right * WB Right Green 32.0A 62.0A Green 7.0A 7.0A Yellow/AR 4.0 4.0 Yellow/AR 0.0 4.0 Cycle Length: 120 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 549 1770 0.740 0.825 24.0 C 17.5 C TR 1907 3633 0.179 0.525 9.7 B WB L 911 1770 0.332 0.825 1.7 A 13.2 B TR 1746 3325 0.754 0.525 15.8 C NB L 118 3539 1.000 0.033 101.3 F * * TR 495 7420 5.618 0.067 * * SB L 118 3539 4.153 0.033 * * * * T 373 5588 4.456 0.067 ' * * R 581 1583 0.358 0.367 18.1 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 3oExisting Conditions+Vacant+Zoning Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 1 2 < 0 2 4 < 0 2 3 1 Volumes 495 328 173 180 244 486 105 1387 274 1334 2070 630 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 43 121 68 315 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 25.0A 21.0A Green 7.0A 25.0A 4.0 4.0 Yellow/AR 0.0 4.0 90 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 594 1770 0.877 0.567 23.8 C 21.9 C TR 872 3567 0.580 0.244 20.1 C WB L 606 1770 0.312 0.567 6.9 B 21.1 C TR 829 3390 0.813 0.244 25.1 D NB L 157 3539 0.725 0.044 37.6 D 23.7 C TR 2111 7307 0.874 0.289 22.8 C SB L 157 3539 9.193 0.044 * * * * T 1614 5588 1.485 0.289 * R 967 1583 0.342 0.611 5.6 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 9 MCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 1 2 < 0 2 4 < 0 2 3 1 Volumes 586 333 114 369 378 1372 134 2341 107 562 1489 452 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 28 343 27 226 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 7.0A Green 19.0A 45.0A 4.0 4.0 Yellow/AR 4.0 4.0 94 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 230 1770 2.683 0.202 * * * * 307 3610 1.510 0.085 * * 230 1770 1.687 0.202 * * * * 282 3317 5.508 0.085 * * 753 3539 0.193 0.213 19.6 C 13.8 B 3628 7414 0.773 0.489 13.5 B 753 3539 0.810 0.213 27.4 D 14.9 B 2735 5588 0.630 0.489 11,8 B 960 1583 0.248 0.606 5.6 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. Phase ~ombination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Mvmts EB L TR WB L TR N-B L TR SB L T R l0 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (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-Existing Conditions+Vacant+Comp ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 2 2 1 558 362 194 12.0 12.0 12.0 97 3.00 3.00 3.00 Westbound L T 2 2 168 423 12.0 12.0 3.00 3.00 Northbound Southbound R L T R L T R 1 2 4 < 0 2 3 2 518 222 1447 297 1445 2077 1255 12.0 12.0 12.0 12.0 12.0 12.0 259 74 627 3.00 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 * 7.0A 10.0A Green 10.0A 21.0A 4.0 4.0 Yellow/AR 0.0 4.0 60 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 927 3539 0.653 0.367 10.9 B 12.3 B T 683 3725 0.586 0.183 15.4 C R 554 1583 0.184 0.350 8.8 B WB L 905 3539 0.201 0.367 8.4 B 13.2 B T 683 3725 0 684 0.183 16.8 C R 554 1583 0 491 0.350 10.5 B NB L 413 3539 0 584 0.117 17.8 C 12.0 B TR 2677 7302 0 722 0.367 11.3 B SB L 413 3539 3 795 0.117 * * * * T 2049 5588 1 174 0.367 * * R 1742 3167 0 429 0.550 5.2 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 1179 512 286 348 433 1445 161 2349 99 541 1538 664 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 143 722 25 332 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 * 35.0A 56.0A Green 10.0A 7.0A 4.0 4.0 Yellow/AR 0.0 4.0 Cycle Length: 120 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 Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 1312 3539 0.974 0.800 32.5 D 25.0 C T 1769 3725 0.320 0.475 12.6 B R 884 1583 0.170 0.558 8.4 B WB L 1312 3539 0.287 0.800 2.7 A 14.0 B T 1769 3725 0.271 0.475 12.3 B R 884 1583 0.861 0.558 20.7 C NB L 206 3539 0.843 0.058 53.7 E * * TR 494 7417 5.675 0.067 * * SB L 206 3539 2.839 0.058 * * * * T 373 5588 4.781 0.067 * * R 1240 3167 0.318 0.392 16.4 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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-Existing Conditions+Vacant+Prop. Devel. ======================================================================= NO. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 2 2 ~76 577 318 12.0 12.0 12.0 3.00 3.00 3.00 Westbound L T R 2 2 189 363 490 12.0 12.0 12.0 245 3.00 3.00 3.00 Northbound L T R 2 4 < 0 199 1410 235 12.0 12.0 59 3.00 3.00 3.00 Southbound L T R 2 3 2 1142 2073 1143 12.0 12.0 12.0 571 3.00 3.00 3.00 Phase ~ombination 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 10.0A Green 9.0A 27.0A 4.0 4.0 Yellow/AR 0.0 4.0 65 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 843 3539 0 741 0.338 14.4 B 14.9 B T 630 3725 0 558 0.169 16.9 C R 487 1583 0 189 0.308 10.7 B WB L 828 3539 0 248 0.338 10.0 B 14.5 B T 630 3725 0 636 0.169 17.7 C R 487 1583 0 530 0.308 12.9 B NB L 327 3539 0 658 0.092 21.7 C 10.6 B TR 3156 7327 0 582 0.431 9.3 B SB L 327 3539 3 790 0.092 * * * * T 2407 5588 0 997 0.431 25.4 D R 1900 3167 0 358 0.600 4.3 A Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 13 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Meridian Street Analyst: RMB File Name: DR1PMSS.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5-Existing Conditions+Vacant+Prop. Devel. No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 2 2 1 997 435 ~85 12.0 12.0 12.0 92 3.00 3.00 3.00 Westbound L T R 2 2 1 393 381 1296 12.0 12.0 12,0 648 3.00 3.00 3.00 Northbound L T R 2 4 < 0 140 2344 131 12.0 12.0 32 3.00 3.00 3.00 Southbound L T R 2 3 2 685 1507 559 12.0 12.0 12.0 279 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 50.0A Green 10.0A 7.0A 4.0 4.0 Yellow/AR 0.0 4.0 119 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio L 1496 3539 0.722 0.798 T 1596 3725 0.301 0.429 R 811 1583 0.121 0.513 L 1459 3539 0.292 0.798 T 1596 3725 0.264 0.429 R 811 1583 0.840 0.513 L 208 3539 0.725 0.059 TR 498 7406 5.680 0.067 L 208 3539 3.569 0.059 T 376 5588 4.645 0.067 R 1384 3167 0.240 0.437 Intersection Delay = * (sec/veh) Approach: Delay LOS Delay LOS 12.7 B 13.1 B 14 4 B 9 7 B 2 7 A 14.3 B 14 2 B 21 6 C 43 5 E * * 13.6 B Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 14 DUKE REALTY - 96TM STRL~ AND MERIDIAN TRAFFIC IMPACTANALYSI$ 96TM STREET AND SPRING MILL ROAD INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 15 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY : 96TH STREET & SPRING MILL ROAD : JANUARY 21, 1999 (02) NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND PEAK HOUR DATA HR BEGIN 7:15 AM I I HR BEGIN 4:45 PM I L T R TOT I L · ~ TOT I ~ T R ~ I I I I 33 241 61 335 I I 78 368 46 492 I 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 VOLUMES - 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 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY : 96TH STREET & SPRING MILL ROAD : JANUARY 21, 1999 (02) DIRECTION OF TRAVEL : 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 1 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 BOTHIPASS 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 23 367 9 376 PM 4- 5 24 1 25 339 3 342 1.2 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 CLIENT LOCATION DATE DIRECTION OF TRAVEL A & F ENGINEERING CO., INCI TRAFFIC VOLUME SUMMARY : DUKE REALTY : 96TH STREET & SPRING MILL ROAD : JANUARY 21, 1999 (02) : SOUTHBOUND HOU~ LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 21 0 21 132 1 133 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 I 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 1 27 230 3 233 59 0 59 315 4 319 8- 9 37 0 37 227 8 235 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 78i 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 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 1 - Existing Conditions (AM P eak) All-way Stop-controlled Intersection 011s~b°und L T R No. Lanes > 1 < 0 Volumes 344 31 PHF I .95 .95 .95 Westbound L T R 0 > 1 <' 0 33 241 61 .95 .95 .95 LNOrtThbOUnRd Southbound L T R 0 > 1 < 0 JO >1 < 0 9 283 39I 27 327 31 .95 .95 .95I .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 Opposing Approach Flow Rate 353 456 405 348 Conflicting Approaches Flow Rate 753 753 809 809 Proportion, Subject Approach Flow Rate 0.29 0.23 0.22 0.26 Proportion, ~pposing Approach Flow Rate 0.23 0.29 0.26 0.22 Lanes on Subject Approach I 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 35 61 28 9 RT, Opposing Approach 64 33 33 41 LT, Conflicting Approaches 37 37 96 96 RT, Conflicting Approaches 74 74 97 97 Proportion LT, Opposing 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, Conflicting Approaches 0.lQ 0.10 0.12 0.12 Approach Capacity 571 519 500 531 Intersection Performance Summary Approach Movement Flow Rate EB 456 WB 353 NB 348 SB 405 Approach V/C Average Capacity Ratio Total Delay LOS 571 0.80 20.8 D 519 0.68 13.3 C 500 0.70 14.1 C 531 0.76 18.1 C Intersection Delay = 16.9 Level of Service (Intersection) = C 19 HCS: Unsignali,zed 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) Springmill 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 Eastbound Westbound I Northbound I Southbound L T R L T R L T R IL T R No. Lanes 0 > 1 < 0 0 > 1 <. 0 I 0 > 1 < 0 I 0 > 1 < 0 Volumes 34 341 21 78 368 46I 34 249 70I 52 251 58 PHF .95 .95 .95 .95 .95 .95I .95 .95 .95I .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 I Lanes on Opposing Approach 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) = D 20 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) Springmill Road Analyst: RMB File Name: DR2AMS2.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 2-Existing+Vacant ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 76 479 42 46 320 102 13 370 70 113 432 43 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 10 25 17 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 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: NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 26.0A Yellow/AR 4.0 #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Mvmts Cap L 223 TR 831 L 124 TR 814 L 156 TR 823 L 194 TR 830 EB WB NB SB Adj Sat v/c Flow Ratio 495 0.359 1846 0.646 276 0 386 1809 0 513 347 0 090 1828 0 541 430 0 615 1844 0 588 g/C Approach: Ratio Delay LOS Delay LOS 0.450 7.4 B 9.2 B 0.450 9.5 B 0.450 8.1 B 8.1 B 0.450 8.1 B 0.450 6.1 B 8.3 B 0.450 8.3 B 0.450 12.1 B 9.4 B 0.450 8.8 B Intersection Delay = 8.8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.631 2! HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Spring, hill Road Analyst: RMB File Name: DR2PMS2.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 2-Existing+Vacant Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 47 456 28 120 512 146 46 332 95 111 331 77 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 7 36 34 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 Phase ~ombination 1 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 28.0A Yellow/AR 4.0 Cycle Length: 60 secs 2 Signal Operations 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 ~/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 124 257 0.394 0.483 7.5 B 7.7 B TR 894 1850 0.561 0.483 7.7 B L 169 350 0.745 0.483 18.9 C 11.9 B TR 876 1813 0.747 0.483 10.6 B L 204 490 0.235 0.417 7.4 B 9.0 B TR 758 1819 0.545 0.417 9.2 B L 200 479 0.586 0.417 11.9 B 9.7 B TR 759 1821 0.539 0.417 ~ 9.1 B EB WB NB SB Intersection Delay = 9.8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.673 HCM: SIGNALIZED INTERSECTION SUMF~%RY Version 2.4g 04-23-1999 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 1 < 0 1 1 < 0 1 1 < 0 Volumes 87 497 42 51 323 132 13 381 89 157 436 45 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 10 33 22 11 Lost Time 3.00 ~.00 3.00 3.00 3.00 3.00 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 22.0A Yellow/AR 4.0 Cycle Length: 60 secs Signal Operations 2 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 30.0A Yellow/AR 4.0 Phase combination order: #1 ~5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow L 141 367 TR 708 1846 L 124 324 TR 689 1797 L 199 386 TR 941 1821 L 219 424 TR 952 1843 EB WB NB SB v/c Ratio 0 654 0 786 0 435 0 645 0 070 0 502 0 753 0 519 g/C Approach: Ratio Delay LOS Delay LOS 0.383 16.8 C 14.9 B 0.383 14.6 B 0.383 10.4 B 11.2 B 0.383 11.3 B 0.517 4.7 A 6.4 B 0.517 6.5 B 0.517 16.6 C 9.1 B 0.517 6.6 B Intersection Delay = 10.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) 0.767 23 HCM: SIGNALIZED INTERSECTION SUMM3d~Y Version 2.4g 04-23-1999 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 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 50 461 28 138 529 191 46 336 102 146 341 86 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 7 48 25 21 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 29.0A Green 23.0A 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 #5 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: EB WB NB SB Lane Group: Adj Sat v/c g/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 0.548 0.500 7.2 B L 177 354 0.819 0.500 25.1 D 13.6 B TR 902 1803 0.784 0.500 11.2 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 0.948 0.400 51.4 E 21.0 C TR 727 1818 0.589 0.400 '10.1 B Intersection LOS = B = 0.877 Intersection Delay = 13.2 sec/veh Lost Time/Cycle, L = 6.0 sec Critical v/c(x) 24 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (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 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 95 531 42 54 328 151 13 389 122 184 434 45 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 10 38 30 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 2 3 4 5 6 7 8 NB Left * Thru Right * Peds SB Left * Thru * Right * Peds EB Right WB Right 21.0A Green 32.0A 4.0 Yellow/AR 4.0 61 secs Phase combination order: #1 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 122 339 0.818 0.361 33.7 D 23.5 C TR 666 1847 0.889 0.361 21.7 C WB L 122 339 0.466 0.361 11.7 B 13.3 B TR 646 1791 0.718 0.361 13.5 B NB L 218 403 0.064 0.541 4.3 A 6.1 B TR 979 1810 0.516 0.541 6.2 B SB L 207 382 0.939 0.541 41.2 E 16.0 C TR 997 1843 0.493 0.541 6.0 B Intersection Delay = 15.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.919 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 ............ i ............ f ............ [ NO. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 50 468 28 170 562 215 46 335 110 162 347 93 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 7 54 27 23 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 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 Signal Operations 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 g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 122 248 0.435 0.492 8.1 B 7.7 B TR 910 1851 0.566 0.492 7.7 B WB L 165 336 1.083 0.492 * * * * TR 886 1801 0.859 0.492 14.8 B NB L 166 406 0.288 0.410 8.1 B 9.8 B TR 741 1807 0.595 0.410 10.0 B SB L 164 401 1.040 0.410 79.3 F 29.4 D TR 744 1816 0.590 0.410 10.0 B Intersection Delay = * (sec/veh) Intersection LOS (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 26 HCM: SIGNALIZED INTERSECTION SUM_MARY Version 2.4g 04-23-1999 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 Comment: Scenario 5-Existing+Vacant+Prop. Devel. No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 < 0 90 512 42 12.0 12.0 10 3.00 3.00 3.00 Westbound L T 1 1 < 51 325 12.0 12.0 3.00 3.00 3.00 Northbound Southbound R L T R L T R 0 1 1 < 0 1 1 <0 136 13 384 104 160 434 45 12.0 12.0 12.0 12.0 34 26 11 3.00 3.00 3.00 3.00 3.00 3.00 Phase ~ombination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 23.0A Yellow/AR 4.0 Cycle Length: 61 secs Signal Operations 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 30.0A Yellow/AR 4.0 Phase combination order: #1 #5 Intersection Performance Summary Lane Mvmt s L TR L TR L TR L TR Group: Adj Sat v/c g/C Cap Flow Ratio Ratio Delay 144 366 0.660 0.393 16.9 727 1847 0.787 0.393 14.5 122 310 0.443 0.393 10.5 707 EB WB NB SB 5 6 7 8 1796 0.635 0.393 11.0 195 383 0.072 0.508 4.9 923 1816 0.527 0.508 7.0 200 393 0.841 0.508 26.1 937 1843 0.525 0.508 6.9 Intersection Delay = 11.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.818 Approach: LOS Delay LOS C 14.9 B B B 11.0 B B A 6.9 B B D 11.8 B B 27 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (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 1 1 < 0 49 464 28 12.0 12.0 7 3.00 3.00 3.00 westbound L T R 1 1 < 0 153 542 192 12.0 12.0 48 3.00 3.00 3.00 Northbound Southbound L T R L T R 1 1 <0 1 1 <0 46 334 105 145 342 88 12.0 12.0 12.0 12.0 26 22 3.00 3.00 3.00 3.00 3.00 3.00 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: 60 secs Signal Ope=ations 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right W-B Right Green 23.0A Yellow/AR 4.0 Phase combination order: #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat v/c g/C M%-mts Cap Flow Ratio Ratio Delay EB L 124 248 0.419 0.500 7.5 TR 926 1851 0.551 0.500 7 2 WB L 175 350 0.920 0.500 41 3 C TR 902 1804 0.800 0.500 11 7 NB L 167 418 0.287 0.400 8 B TR 724 1809 0.603 0.400 10 SB L 162 404 0.947 0.400 51 C TR 727 1817 0.592 0.400 10 Intersection Delay = 14.4 sec/veh Lost Time/Cycle, L = 6.0 sec Critical v/c(x) Approach: LOS Delay LOS B 7.3 B B E 17.1 B 2 B 10.0 2 B 2 E 20.9 1 B Intersection LOS = B 0. 932 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSI$ 96TM STREET AND COLLEGE AVENUE INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 29 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY : 96TH STREET & COLLEGE AVENUE : JANUARY 25, 1999 (O3) PEAK HOUR DATA NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND HR BEGIN 7:30 AM I L T R TOTI L 209 470 38 717 I 29 267 129 425 I 36 293 9S 424 I OFF PEAK T R TOT [ PM PEAK HR BEGIN 5:00 PM [ L T R TOT 137 373 48 558 130 242 181 553 108 454 ~2 674 HOUR SUMMARY HOUR NB SB NB+SB EB NB 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 (03) 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 1 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 7 269 44 3 47 418 15 433 5- 6 136 1 137 370 3 373 45 3 48 551 7 558 195 2 197 1 6- 7 82 2 84 32 33 309 5 314 PASSENGER 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 42 29 2 31 105 10 115 7- 8 67 9 76 68 1 69 37 ! 38 172 11 183 8- 9 61 3 64 105 3 108 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 I 181 543 10 553 6- 7 75 0 75 194 0 194 115 3 118 384 3 387 PASSENGER 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 SUMMARY CLIENT LOCATION DATE : DUKE REALTY : 96TH STREET & COLLEGE AVENUE : JANUARY 25, 1999 (03) 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 82 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 ' 1 208 65 0 65 322 1 323 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 BOT~ PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 21 0 21 97 0 97 12 1 131 130 1 131 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 4'8 0 48 255 4 259 5- 6 57 1 58 238 0 238 52 0 52 347 1 348 6- 7 43 0 43 138 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% HCM: SIGNALIZED INTERSECTION SUMM3~RY Version 2.4g 04-23-1999 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 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 1 209 12.0 3.00 Southbound T R L T R 1 < 0 1 1 < 0 470 38 29 267 129 12.0 12.0 12.0 9 32 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 17.0A Yellow/AR 4.0 Cycle Length: 60 secs 2 Signal Operations 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 35.0A Yellow/AR 4.0 Phase combination order: #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Mvmts Cap L 124 TR 531 L 388 TR 542 L 400 TR 1108 L 230 TR 1073 EB WB NB SB Adj Sat v/c Flow Ratio 414 0 628 1770 0 226 1294 0 098 1808 0 706 667 0 550 1846 0 475 384 0 135 1788 0 357 g/C Approach: Ratio Delay LOS Delay LOS 0.300 18.3 C 13.4 B 0.300 10.2 B 0.300 9.8 B 14.5 B 0.300 14.9 B 0.600 5.9 B 5.0 A 0.600 4.6 A 0.600 3.4 A 4.0 A 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 SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS1.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario I ~ Existing Conditions ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 130 242 181 58 238 52 137 373 48 108 454 112 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 45 13 12 28 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 Phase ~ombination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 20.0A Yellow/AR 4.0 Cycle Length: 60 secs Signal Operations 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 32.0A Yellow/AR 4.0 Phase combination order: ~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 L 242 690 0.567 0.350 12.5 B 12.3 B TR 617 1762 0.647 0.350 12.3 B L 154 441 0.395 0.350 10.4 B 10.2 B TR 638 1824 0.457 0.350 10.1 B L 168 306 0.856 0.550 29.6 D 11.4 B TR 1011 1838 0.426 0.550 5.3 B L 292 531 0.390 0.550 5.5 B 6.1 B TR 1000 1819 0.567 0.550 6.3 B EB WB NB SB Intersection Delay = 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 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS2.~C9 Area Type: Other 2-15-99 AM 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 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 134 110 73 47 422 150 296 625 49 43 350 178 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 18 37 12 44 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 Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 40.0A Yellow/AR 0.0 Cycle Length: 70 secs Signal Ope=ations 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 26.0A 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 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 = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMS2.~C9 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 I 1 < 0 1 i < 0 1 i < 0 1 1 < 0 Volumes 188 354 258 75 322 77 186 490 62 170 607 198 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 64 19 15 49 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 40.0A Green 17,0A 4.0 Yellow/AR 4.0 65 secs Phase combination order: #1 #5 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 EB L 409 649 0.484 0.631 4.8 A 4.7 TR 1113 1764 0.519 0.631 4.6 A WB L 209 332 0.377 0.631 4.3 A 3.8 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 * * * * TR 501 1808 1.588 0.277 * * Intersection Delay = * (sec/veh) Intersection LOS * LOS A A (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 36 HCM: SIGNALIZED INTERSECTION SUMM3%RY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) College Avenue AnalysZ: RMB File Name: DR3AMS3.HC9 Area Type: Other 2-15-99 AM Peak Comment: Scenario 3 - Existing Conditions+Vacant+Zoning No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 1 1 136 125 81 12.0 12.0 12.0 40 3.00 3.00 3.00 Westbound L T R 1 1 1 47 510 150 12.0 12.0 12.0 75 3.00 3.00 3.00 Northbound L T R 1 1 1 337 635 49 12.0 12.0 12.0 24 3.00 3.00 3.00 Southbound L T R 1 1 1 43 351 195 12.0 12.0 12.0 97 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 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 #6 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat M~zmts Cap Flow L 270 1770 T 512 1863 R 435 1583 L 484 1770 T 512 1863 R 435 1583 L 342 1770 T 675 1863 R 574 1583 L 292 1770 T 675 1863 R 574 1583 v/c Ratio 0 530 0 258 0 099 0 101 1 048 0 181 1 038 0 989 0.047 0. 154 0.546 0.179 Intersection Delay = g/c Ratio 0.412 0 275 0 275 0 412 0 275 0 275 0 512 0 363 0.363 0.512 0.363 0.363 Approach: Delay LOS Delay LOS 13.2 B 13.9 B 14.7 B 14.0 B 9.3 B 53.6 E 63.5 F 14.3 B 58.3 E 45.8 E 40.5 E 10.7 B 9.6 B 12.9 B 13.8 B 11.2 B 37.2 sec/veh Intersection LOS = D Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 1.033 37 HCM: SIGNALIZED INTERSECTION SUN/W3LRY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Col!e~e Avenue Analyst: RMB File Name: DR3PMS3.~C9 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 L 1 1 1 1 203 430 297 75 12.0 12.0 12.0 12.0 148 3.00 3.00 3.00 Westbound T R 1 340 77 12.0 12.0 28 3.00 3.00 3.00 Northbound T 1 1 197 491 12.0 12.0 3.00 3.00 Southbound R L T R 1 1 1 1 62 170 615 200 12.0 12.0 12.0 12.0 31 100 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 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 0.823 0.430 25.2 D 22.5 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 24.4 C T 721 1863 0.897 0.387 27.3 D R 613 1583 0.173 0.387 12.1 B Intersection Delay = 22.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.875 38 HCM: SIGNALIZED' INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3AMS4.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 1 1 1 145 138 87 12.0 12.0 12.0 43 3.00 3.00 3.00 Westbound Northbound L T R L T R 1 1 1 1 1 149 47 623 150 393 644 12.0 12.0 12.0 12.0 12.0 12.0 75 24 3.00 3.00 3.00 3.00 3.00 3.00 Southbound L T R 143 ~52 1 246 12.0 12.0 12.0 123 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 35.0A Green 10.0A 31.0A 4.0 4.0 Yellow/AR 4.0 4.0 99 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow EB L 218 1770 T 677 1863 R 576 1583 WB L 538 1770 T 677 1863 R 576 1583 NB L 304 1770 T 602 1863 R 512 1583 SB L 272 1770 T 602 1863 R 512 1583 v/c Ratio 0.702 0.214 0 082 0 091 0 968 0 137 1 362 1 126 0 053 0 165 0 616 0 254 Intersection Delay = g/C Approach: Ratio Delay LOS Delay LOS 0.475 20.5 C 16.8 C 0.364 14.1 B 0.364 13.3 B 0.475 9.2 B 35.3 D 0.364 39.9 D 0.364 13.6 B 0.465 * * * * 0.323 * * 0.323 14.9 B 0.465 12.6 B 18.2 C 0.323 19.7 C 0.323 16.0 C (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 39 HCM: SIGNALIZED INTERSECTION SUMM3%RY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue A~alyst: 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 I 1 256 538 347 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 i 1 1 209 493 62 12.0 12.0 12.0 31 3.00 3.00 3.00 Southbound L T R 1 1 1 170 623 220 12.0 12.0 12.0 110 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 0.894 0.457 31.2 D 38.6 D T 567 1863 0.998 0.304 49.3 E R 482 1583 0.382 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 39.3 D T 648 1863 1.012 0.348 49.7 E R 551 1583 0.211 0.348 13.7 B Intersection Delay = 32.3 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 1.004 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 96th Street (N-S) College Avenue Analyst: RMB File Name: DR3PMSS.HC9 Area Type: Other 2-15-99 PM Peak Comment: Scenario 5 Existing Conditions+Vacant+Prop. Devel. ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R ! 1 1 232 469 318 12.0 12.0 12.0 159 3.00 3.00 3.00 Westbound Northbound Southbound L T R L T R L T R 1 1 1 1 1 1 1 1 1 75 351 77 207 492 62 170 618 205 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 38 31 102 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Phase ~ombination 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 23.0A Green 7.0A 33.0A 4.0 4.0 Yellow/AR 4.0 4.0 89 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Adj Sat v/c g/C Lane Group: Mvmts Cap Flow Ratio EB L 302 1770 0.808 T 502 1863 0.983 R 427 1583 0.394 WB L 302 1770 0.262 T 502 1863 0.735 R 427 1583 0.096 NB L 243 1770 0.897 T 712 1863 0.728 R 605 1583 0.053 SB L 243 1770 0.737 T 712 1863 0.915 R 605 1583 0.180 Intersection Delay = Ratio 0.427 0.270 0.270 0 427 0 270 0 270 0 506 0 382 0 382 0.506 0.382 0.382 Approach: Delay LOS Delay LOS 22.7 C 35.4 D 47.8 E 17.5 C 12.0 B 20.6 C 22.9 C 15.7 C 35.7 D 22.6 C 17.8 C 11.2 B 18.1 C 24.7 C 28.7 D 11.8 B 26.7 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.957 DUKE REALTY- 96~a STREET AND MI~IDIAN STREET TRAFFIC IMPACTANALYSIS 96~ STREET AND WEST DRrVE OF PARKWOOD EAST INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 43 CLIENT LOCATION DATE A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY : DUKE REALTY INVESTMENTS : 96TH STREET & PARKWOOD WEST DRIVE : FEBRUARY 10, 1999 (05) NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND PEAK HOUR DATA aM PEm~ I OFF PEAK I PM PEAK HR BEGIN 7:15 AM I I HR BEGIN 4:30 PM L T R TOT I L T R TOT I L T R TOT 0 1 10 11 I I 8 1 153 162 HOUR SUMMARY HOUR NB SB NB+SB EB WE EB+WE TOTAL 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 44 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY INVESTMENTS : 96TH STREET & PARKWOOD WEST DRIVE : FEBRUARY 10, 1999 (05) DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 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 1 0 1 3 0 31 8 0 81 PM 4- 5 0 0 0 1 0 1 1 0 1 2 0 21 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 1 180 1 181 8- 9 120 2 122 2 0 2 122 2 124 PM 4- 5 35 1 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., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY INVESTMENTS : 96TH STREET & PARKWOOD WEST DRIVE : FEBRUARY 10, 1999 (05) 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 1 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 1 0 1 14 2 16 17 2 19 PM 4- 5 6 0 6 1 0 1 128 0 128 135 0 135 5- 6 5 0 5 1 0 1 113 2 115 119 2 1211 6- 7 3 0 3 1 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 DR4AMS1.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 (AM Peak) Two-way Stop-controlled Intersection ======================================================================= NO. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) cv,s (%) PCE's Eastbound L T R 1 1 1 N 194 629 2 .95 .95 .95 0 1.10 Westbound L T .R 1 2 < 0 N 1 564 13 .95 .95 .95 0 1.10 Northbound L T R 0 >1 <0 1 1 2 · 95 .95 .95 0 1.10 1.10 1.10 Southbound L T R 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) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Aduustment Factor due to Impeding Movements Movement Capacity: (pcph) 1462 1469 151 149 0.74 0.74 0.80 0.80 0.79 0.80 119 119 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph) (sec/veh) (veh} NB L 1 119 > NB T 1 137 > 212 17.3 0.0 C NB R 2 640 > Approach Delay (sec/veh) 17.3 SB L 0 119 SB T 1 138 SB R 12 971 > 663 5.5 0.0 B 5.5 EB L 224 880 5.5 1.2 B WB L 1 827 4.4 0.0 A 1.3 0.0 Intersection Delay = 0.8 sec/veh 48 HCS: Unsignalized Intersections Release 2.1g DR4PMS1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Kall 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 (PM Peak) Two-way Stop-controlled Intersection ======================================================================= No. Lahes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's CV's (%) PCE's Eastbound L T R 1 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 Northbound Southbound L T R L T R 0 > 1 < 0 3 1 1 · 95 .95 .95 0 1.10 1.10 1.10 0 >2 < 0 8 1 153 .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 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 Impedzng 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) Potential Capacity: (pcph) Major LT, Minor TE Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1540 1543 136 135 0.94 0.94 0.96 0.96 0.75 0.95 101 129 Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay Movement (pcph) (pcph) (pcph) (sec/veh) NB L 3 101 > NB T 1 160 > 134 27.9 NB R 1 694 > 95% Queue Approach Length LOS Delay (veh) (sec/veh) 0.0 D 27.9 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 WB L 1 888 4.1 Intersection Delay 0.0 B 0.3 0.0 A 0.0 1.0 sec/veh 50 HCS: Unsignalized Intersections Release 2.1g DR4AMS2.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 (AM Peak) Two-way S~op-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Eastbound Westbound L T R L T R 1 1 1 i 2 <0 336 1121 · 95 .95 0 1.10 N N 2 1 633 32 · 95 .95 .95 .95 '0 1.10 Northbound Southbound L T R L T R 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 5! 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) Potential Capacity: (pcph) Major LT, Minor T~ Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 2202 22t9 56 55 0.50 0.50 0.60 0.60 0.58 0.60 33 33 Intersection Performance Summary Flow Rate Movement (pcph) NB L 1 NB T 1 NB R 2 Avg. 95% Move Shared Total Queue Approach Cap Cap Delay Length LOS Delay (pcph) (pcph) (sec/veh) (veh) (sec/veh) 33 > 37 > 63 61.0 0.1 F 61.0 350 SB L 2 33 > SB T 1 38 · SB R 31 920 · 282 14.5 0.4 C 14.5 EB L 389 WB L 1 795 8.8 3.1 B 2.0 469 7.7 0.0 B 0.0 Intersection Delay 1.7 sec/veh ECS: Unsigna~ized Intersections Release 2.1g DR4PMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil ~all Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Parkwood Drive (E-W) 96th Stree~ Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 2/15/99 Other Information ......... Scenario 2-Existin~+Vacan~ (PM 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 52 648 8 .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 1301 9 · 95 .95 .95 '0 1.10 0 > 1 < 0 3 1 1 .95 .95 .95 0 1.10 1.10 1.10 0 >2 < 0 28 1 302 .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 53 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 ~ SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 2107 2112 64 63 0.83 0.83 0.87 0.87 0.38 0.86 24 54 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 24 > NB T 1 71 > 36 116.0 0.4 F 116.0 NB R 1 625 > SB L 32 54 > SB T 1 70 > 327 381.9 39.6 F 381.9 SB R 350 620 EB L 61 378 11.4 0.6 C 0.8 WB L 1 804 4.5 0.0 A 0.0 Intersection Delay = 54.2 sec/veh 54 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 3-Existing+Vacant+Prop. Devel. ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 673 1261 2 12.0 12.0 1 3.00 3.00 3.00 Westbound L T R 1 2 < 0 1 843 60 12.0 12.0 15 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 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 39.0A 36.0A Green 7.0A 0.0 4.0 Yellow/AR 4.0 90 secs Phase combination order: #1 #2 #5 Intersection Performance Summary EB NB SB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 791 1770 0.895 0.844 22.3 C 8.3 B TR 3146 3725 0.443 0.844 1.2 A L 93 227 0.011 0.411 10.1 B 14.4 B TR 1520 3697 0.645 0.411 14.4 B LTR 132 1481 0.030 0.089 24.2 C 24.2 C LTR 275 3091 0.226 0.089 24.7 C 24.7 C Intersection Delay = 10.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.762 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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-Existing+Vacant+Zoning ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 167 827 8 12.0 12.0 2 3.00 3.00 3.00 westbound L T R 1 2 < 0 1 1477 19 12.0 12.0 4 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 73 1 521 12.0 130 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 7.0A 31.0A Green 14.0A Yellow/AR 0.0 4.0 IYellow/AR 4.0 Cycle Length: 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 13.8 B 4.9 A TR 2419 3722 0.381 0.650 3.2 A WB L 136 255 0.007 0.533 4.2 A 9.8 B TR 1984 3720 0.832 0.533 9.8 B 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 = 8.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.796 56 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 96th Street (N-S) Parkwood Drive Analyst: RMB File Name: DR4AMS4.~C9 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 < 0 812 1290 2 12.0 12.0 0 3.00 3.00 3.00 Westbound L T R 1 2 < 0 1 1045 72 12.0 12.0 18 3.00 3.00 3.00 Northbound Southbound L T R L T R 0 > 1 < 0 0 >2 < 0 1 1 2 10 i 65 12.0 12.0 0 16 3.00 3.00 3.00 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 42.0A 32.0A Green 7.0A 0.0 4.0 Yellow/AR 4.0 89 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 859 1770 0.995 0.843 36.3 D 14.4 B TR 3139 3725 0.455 0.843 1.2 A WB L 84 227 0.012 0.371 11.4 B 22.2 C TR 1371 3698 0.886 0.371 22.2 C NB LTR 133 1477 0.030 0.090 23.9 C 23.9 C SB LTR 278 3097 0.237 0.090 24.4 C 24.4 C Intersection Delay = 17.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.902 57 HCM: SIGNALIZED INTERSECTION S~Y Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (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 < 0 116 1028 8 12.0 12.0 2 3.00 3.00 3.00 Westbound L T R 1 2 < 0 1 1533 15 12.0 12.0 4 3.00 3.00 3.00 Northbound Southbound L T R L T R 0 >1 <0 0 >2 <0 3 1 1 80 1 552 12.0 12.0 0 138 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 13.0A 55.0A Green 25.0A 0.0 4.0 Yellow/AR 4.0 101 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/? Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 249 1770 0.490 0.683 12.3 B 5.5 B TR 2543 3722 0.449 0.683 4.8 A WB L 126 227 0.008 0.554 6.5 B 14.1 B TR 2063 3721 0.827 0.554 14.1 B NB LTR 332 1289 0.015 0.257 18.1 C 18.1 C SB LTR 791 3073 0.691 0.257 23.7 C 23.7 C Intersection Delay = 12.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.775 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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. No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 421 1272 2 12.0 12.0 0 3.00 3.00 3.00 Westbound L T R 1 2 < 0 1 964 39 12.0 12.0 10 3.00 3.00 3.00 Northbound L T R 0 > 1 < 0 1 i 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 Phase ~ombination 1 EB Left * Thru * Righ~ * 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 22.0A 50.0A Green 10.0A 0.0 4.0 Yellow/AR 4.0 90 secs Phase combination order: #1 #2 #5 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 467 I770 0.949 0.811 37.7 D 10.4 B TR 3021 3725 0.466 0.811 1.8 A L 129 227 0.008 0.567 5.5 B 7.9 B TR 2102 3709 0.522 0.567 7.9 B LTR 183 1497 0.022 0.122 22.5 C 22.5 C LTR 378 3093 0.164 0.122 22.9 C 22.9 C = B Intersection Delay = 9.8 sec/veh Intersection LOS Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.725 59 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 1 2 < 0 1 2 < 0 0 > 1 < 0 0 > 2 < 0 Volumes 318 925 8 1 1493 31 3 1 1 66 1 486 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 2 8 0 121 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 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 Adj Sat v/c g/C Phase Combination 1 EB Left * Thru * Right * Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB Lane Group: Mvmts Cap L 368 TR 2672 L 119 TR 1954 LTR 254 LTR 630 Approach: Flow Ratio Ratio Delay LOS Delay LOS 1770 0.910 0.718 33.2 D 10.3 B 3722 0.385 0.718 2.8 A 227 0.008 0.526 5.7 B 13.2 B 3717 0.858 0,526 13.3 B 1239 0.020 0.205 16.0 C 16.0 C 3073 0.758 0.205 22.5 C 22.5 C Intersection Delay = 13.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.860 REALTY- 96r~ STREET AND MERIDIAN STREET TRAFFIC IMPACT,ANALYSIS 103~ STREET AND MERIDIAN STREET/U.S. 31 INTERSECTION DATA TRAFFIC VOLUME COUNTS AND CAPACITY ANALYSES 61 A & F ENGINEERING CO., INC. CLIENT LOCATION DATE TRAFFIC VOLUME SUMMARY : DUKE REALTY INVESTMENTS : 103RD STREET & MERIDIAN STREET : FEBRUARY 10, 1999 (04) NORTHBOUND EASTBOUND SOUTHBOUND WESTBOUND PEAK HOUR DATA HR BEGIN 7:00 AM I I HR BEGIN 4:45 PM I L T R TOT I L T R TOT ] L T R TOT I 375 2732 321 3428 I I 56 2422 218 2696 23 21 25 69 I I 55 58 323 436 42 2519 37 2598 I I 46 2558 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 5104 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% - AM 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 62 A & F ENGINEERING CO., INC. TRAFFIC VOLUME SUMMARY CLIENT LOCATION DATE : DUKE REALTY INVESTMENTS : 103RD STREET & MERIDIAN STREET : FEBRUARY 10, 1999 (04) DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTHiPASS TRUCK BOT~ 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 1 201 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 1 97 1617 44 1661 ~ASSENGER 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 BOT~ PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 7 1 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 1 30 24 1 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 i 170 ~SSENGER 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. TP. AFFIC VOLUME SUMMARY CLIENT LOCATION DATE , : DUKE REALTY INVESTMENTS : 103RD STREET & MERIDIAN STREET : FEBRUARY 10, 1999 (04) DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH 6- 7 24 0 24 1493 46 1539 12 0 12 1529 46 1575 7r 8 42 0 42 2465 54.2519 37 0 37 2544 54 2598 8- 9 39 2 41 1761 95 1856 67 1 68i 1867 98 1965 PM 4- 5 32 0 32 2268 106 2374 20 0 20 2320 106 2426 5- 6 47 i 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 LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTM 6- 7 54 0 54 12 0 I2 10 0 10 ~ 76 0 76 7- 8 145 1 146 71 0 71 38 1 39 254 2 256 8- 9 125 2 127 65 1 66 38 0 38 228 3 231 PM 4- 5 375 1 376 17 0 17 5'6 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 1 1 10 0.7% 0.5% 0.4% 0.6% BOTH 1163 202 239 1604 72.5% 12.6% 14.9% 100.0% MCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 Comment: Scenario 1 - Existing Conditions Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 1 1 1 2 3 1 1 3 1 Volumes 23 21 25 146 71 39 375 2732 321 42 2519 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 12 19 160 18 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 1 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 14.0A 75.0A 4.0 4.0 Yellow/AR 4.0 0.0 115 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 200 1770 0 120 0 165 26.3 D 30.0 D T 130 1863 0 170 0 070 32.6 D R 110 1583 0 118 0 070 32.4 D WB L 280 1770 0 550 0 165 30.1 D 32.7 D T 130 1863 0 579 0 070 38.0 D R 110 1583 0 191 0 070 32.7 D NB L 462 3539 0 882 0 130 44.2 E 17.5 C T 3499 5588 0 904 0.626 14.7 B R 991 1583 0 172 0.626 5.8 B SB L 231 1770 0 191 0.130 28.9 D 12.4 B T 3499 5588 0.834 0.626 12.2 B R 991 1583 0.020 0.626 5.3 B Intersection Delay = 16.0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.883 Phase Combination EB Left Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 65 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DRSPMS1.HC9 Area TylDe: Other 2-15-99 PM Peak Comment: Scenario 1 - Existing Conditions Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 1 1 1 2 3 1 1 3 1 Volumes 55 58 323 353 26 66 56 2422 218 46 2558 20 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 161 33 109 10 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 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 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Group: Mvmts Cap EB L 445 T 295 R 251 WB L 414 T 295 R 251 NB L 280 T 3154 R 893 SB L 140 T 3154 R 893 Lost Time/Cycle, Adj Sat v/c Flow Ratio 1770 0 130 1863 0 207 1583 0 682 1770 0 899 1863 0 091 1583 0 136 3539 0 218 5588 0 889 1583 0 128 1770 0 342 5588 0 939 1583 0 011 Intersection Delay = L = 9.0 sec g/c Ratio 0.267 0 158 0 158 0 267 0 158 0 158 0 079 28 0 564 15 0 564 6 0 079 29 0 564 17 0 564 6 18.2 sec/veh Critical v/c(x) Delay 18 1 23 9 30 9 38 1 23 4 23 6 Approach: LOS Delay LOS C 26.9 D C D D 36.1 D C C 2 D 14.9 B 0 B 7 B 0 D 18.1 C 9 C 2 B Intersection LOS = C = 0.873 66 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 Comment: Scenario 2 Existing Conditions+Vacant ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 i 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 12.0 262 3.00 3.00 3.00 Southbound L T R 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 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 04-23-1999 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 1 1 1 1 1 1 2 3 1 1 3 Volumes 72 75 420 607 34 141 73 3248 338 81 3341 26 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 105 17 169 13 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.003.00 3.00 3.00 Signal Operations Phase ~ombination ! 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 12.0A 60.0A Green 7.0A 7.0A Yellow/AR 4.0 4.0 Yellow/AR 4.0 0.0 Cycle Length: 98 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 1261 1770 0.060 0.786 1.5 A 4.9 A T 1160 1863 0.068 0.622 4.7 A R 985 1583 0.336 0.622 5.8 B WB L 1139 1770 0.561 0.786 2.8 A 3.2 A T 1160 1863 0.031 0.622 4,6 A R 985 1583 0,132 0.622 4.9 A NB L 289 3539 0.273 0.082 27.4 D * * T 228 5588 %16.490 0.041 * * R 65 1583 2.755 0.041 * * SB L 144 1770 0.588 0.082 32.4 D * * T 228 5588 %16.963 0.041 * * R 65 1583 0.201 0.041 29.6 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 68 HCM: SIGNALIZED INTERSECTION SUMM3M{Y Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5AMS3.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 i 1 Volumes 40 32 75 217 133 61 825 3586 525 95 3500 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 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 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 2.716 0.093 * * * * T 260 5588 %15.979 0.047 * * R 74 1583 3.762 0.047 * * SB L 165 1770 0.607 0.093 28.6 D * * T 260 5588 %15.590 0.047 * * R 74 1583 0.937 0.047 86.1 F Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. 69 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 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 1 2 3 1 1 3 1 Volumes 139 109 697 607 39 141 118 3349 338 81 3367 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 70 169 18 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 * 12.0A 30.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 68 secs Phase combinat:,on 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 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 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 L 416 3539 0.307 0.118 17.9 C * * T 329 5588 %11.798 0.059 * * R 93 1583 1.912 0.059 * * L 208 1770 0.408 0.118 18.7 C * * T 329 5588 %11.859 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 EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB WB NB SB 7O HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5AMS4.~C9 Area Type: Other 2-t5-99 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 ~.00 3.00 Westbound Northbound Southbound L T R L T R L T R 2 2 1 2 3 1 1 3 1 217 169 61 1126 3606 525 95 3666 203 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 30 262 101 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Phase ~ombination 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 Group: Adj Sat v/c g/C Approach: Cap Flow Ratio Ratio Delay LOS Delay LOS 1740 3539 0.031 0.781 1.5 A 4.8 A 1785 3725 0.023 0.479 8.5 B 940 1583 0.063 0.594 5.3 B 2339 3539 0.100 0.781 1.6 A 4.8 A 1785 3725 0.105 0.479 8.9 B 940 1583 0.034 0.594 5.2 B 295 3539 4.140 0.083 * * * * 233 5588 %17.936 0.042 * * 66 1583 4.200 0.042 * * 148 1770 0.678 0.083 35.5 D * * 233 5588 %18.232 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. Lane Mvmts EB L T R WB L T R NB L T R SB L T R 7! HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DRSPMS4.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 i 2 2 1 2 3 1 1 3 1 Volumes 200 139 947 607 44 141 159 3514 338 81 3399 47 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 473 70 169 23 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 * iWB Right * 20.0A 55.0A iGreen 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 Cycle Length: 101 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 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 1583 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 %18.386 0.040 * * R 63 1583 2.839 0.040 * * SB L 140 1770 0.606 0.079 34.1 D * * T 221 5588 %17.785 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. 72 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5AMS5.HC9 Area Type: Other 2-15-99 AM 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 2 2 1 2 2 1 2 3 1 1 3 1 Volumes 44 34 89 217 147 61 941 3594 525 95 3550 158 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 44 30 262 79 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 * 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 1804 3539 0.026 0.781 1.5 A 4.9 A T 1785 3725 0.021 0.479 8.5 B R 940 1583 0.051 0.594 5.3 B WB L 2359 3539 0.100 0.781 1.6 A 4.6 A T 1785 3725 0.091 0.479 8.8 B R 940 1583 0.034 0.594 5.2 B NB L 295 3539 3.462 0.083 * * * T 233 5588 %17.871 0.042 * * R 66 1583 4.200 0.042 * * SB L 148 1770 0.678 0.083 35.5 D * * T 233 5588 %17.656 0.042 * * R 66 1583 1.258 0.042 * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. Phase ~ombination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 73 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-23-1999 Center For Microcomputers In Transportation Streets: (E-W) 103rd Street (N-S) Meridian Street Analyst: RMB File Name: DR5PMS5.~cg~ 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 2 2 1 2 2 Volumes 162 120 790 607 41 141 133 3409 338 81 3397 41 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 395 70 169 20 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 46.0A Green 7.0A 7.0A 4.0 4.0 Yellow/AR 4.0 0.0 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 2248 3539 0.078 0.772 1.6 A 5.0 A T 1903 3725 0.069 0.511 7.4 B R 998 1583 0.417 0.630 5.7 B WB L 1809 3539 0.364 0.772 2.0 A 2.5 A T 1903 3725 0.024 0.511 7.2 B R 998 1583 0.074 0.630 4.3 A NB L 308 3539 0.468 0.087 ,26.7 D * * T 243 5588 %16.246 0.043 * * R 69 1583 2.586 0.043 * * SB L 154 1770 0.552 0.087 29.2 D * * T 243 5588 %16.192 0.043 * * R 69 1583 0.320 0.043 28.5 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. Phase ~ombination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: 74 DUKE REALTY- 96TM STREET AND 1V~ERIDIAN STRI~ET TRAFFIC IMPACTANALYSIS 96Ta STREET AND PROPOSED ACCESS POINTS INTERSECTION DATA CAPACITY ANALYSES 75 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-26-1999 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 5 - Existing+Vacant+Proposed Development ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound T R 1 1 0 74 895 12.0 12.0 0 3.00 3.00 Westbound L T R 0 1 1 666 630 12.0 12.0 315i 3.00 3.00i Northbound L T 0 0 Southbound R L T R 0 1 > 0 < 0 109 9 12.0 12.0 4 3.00 3.00 Signal Operations Phase Combination 1 EB Left * Thru * Right Peds WB Left Thru Right * Peds NB Right SB Right Green 40.0A Yellow/AR 4.0 Cycle Length: 66 secs 2 3 Phase combinatzon order: NB Left Thru Right Peds SB Left * Thru Right * Peds EB Right WB Right Green 18.0A Yellow/AR 4.0 #1 #5 5 6 7 8 Intersection Performance Summary Adj Sat v/c g/C Lane Group: Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 113 182 0.691 0.621 16.2 C 9.9 B T 1157 1863 0.814 0,621 9.4 B T 1157 1863 0.606 0.621 5.6 B 5.0 A R 984 1583 0,337 0.621 3.9 A L 509 1770 0.157 0,288 11.3 B 11.2 B LR 504 1750 0.077 0.288 11.1 B EB WB SB Intersection Delay = 7.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.606 76 Phase Combination 1 EB Left * Thru * Right Peds WB Left Thru * Right * Peds NB Right SB Right Green Yellow/AR Cycle Length: HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 04-26-1999 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 5 - Existing+Vacant+Proposed Development ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 0 0 1 1 0 0 0 1 > 0 < 0 Volumes 10 753 887 85 735 61 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 42 30 Lost Time 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 41.0A Green 25.0A 4.0 Yellow/AR 4.0 74 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 101 177 0.109 0.568 4.8 A 9.8 B T 1057 1863 0.750 0.568 9.9 B WB T 1057 1863 0.883 0.568 15.4 C 14.9 B R 899 1583 0.050 0.568 4.6 A SB L 622 1770 0.872 0.351 23.6 C 19.8 C LR 616 1752 0.429 0.351 12.1 B Intersection Delay = 14.9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.879 77 HCS: Unsignali~ed 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 .... Length of Time Analyzed... Analyst ................... Date of Analysis .......... Other Information ......... EW 60 (min) 2/15/99 Scenario 5-Existing+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 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's i 1 < 0 N 32 972 1 .95 .95 .95 0 1.10 0 · 1 1 1292 .95 .95 0 1.10 1 N 335 .95 0 > 1 < 0 1 1 1 .95 .95 .95 0 1.10 1.10 1.10 1 99 .95 1 < 0 0 4 .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 75 MCS: Unsignalized Intersections Release 2.1g ACC2AM.MC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 1024 1360 Potential Capacity: (pcph) 419 283 Movement Capacity: (pcph) 419 283 Prob. of Queue-Free State: 1.00 0.99 Step 2: LT from Major Street WB EB Conflicting Flows: (vt~h) 1024 1713 Potential Capacity: (pcph) 557 262 Movement Capacity: (pcph) 557 262 Prob. of Queue-Free State: 1.00 0.86 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 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: 2772 2419 38 59 0.85 0.85 32 50 0.97 1.00 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 2420 2420 42 42 0.85 0.82 0.89 0.87 0.87 0.86 37 36 79 HCS: Unsignalized Intersections Release 2.1g ACC2AM.HC0 Page 3 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 37 > NB T 1 32 > 49 78.2 0.1 F 78.2 NB R 1 419 > SB L 114 36 * 40.3 F SB T 0 50 > * SB R 4 283 > 283 12.9 0.0 C EB L 37 262 16.0 0.5 C 0.5 WB L 1 557 6.5 0.0 B 0.0 Intersection Delay~ 150.0 sec/veh * The calculated value was greater than 999.9. 80 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) 1562 996 Potential Capacity: (pcph) 224 433 Movement Capacity: (pcph) 224 433 Prob. of Queue-Free State: 1.00 0.93 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 1563 1060 Potential Capacity: (pcph) 309 536 Movement Capacity: (pcph) 309 536 Prob. of Queue-Free State: 1.00 0.99 TM Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 Step 3: TM 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: 2628 2564 46 49 0.98 0.98 45 48 0.98 1.00 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 2577 2564 34 35 0.98 0.96 0.99 0.97 0.92 0.97 31 34 HCS: Unsignalized Intersections Release 2.1g ACC2PM.HC0 Page 3 Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay Movement (pcph) (pcph) (pcph)(sec/veh) NB L 1 31 > NB T 1 45 > 51 75.0 NB R 1 224 > 95% Queue Approach Length LOS Delay (veh) (sec/veh) 0.0 F 75.0 SB L 154 34 * SB T 0 48 > SB R 30 433 > 433 8.9 60.8 F 0.1 B EB L 4 536 6.8 WB L I 309 11.7 Intersection Delay. 0.0 B 0.0 0.0 C 0.0 329.9 sec/veh * The calculated value was greater than 999.9. 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-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 0 2 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1617 .95 0 0 0 N 2 < 0 N 1007 73 .95 .95 0 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 MCS: Unsignalized Intersections Release 2.1g ACC3AM.MC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflictin9 Flows: (vph) 568 Potential Capacity: (pcph) 714 Movement Capacity: (pcph) 714 Prob. of Queue-Free State: 1.00 Movement SB R Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach · Rate Cap Cap Delay Length LOS Delay (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 5.0 1 714 5.0 0.0 B Intersection Delay 0.0 sec/veh HCS: Unsignalized Intersections Release 2.1g ACC3PM.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 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-Existing+Vacant+Proposed Dev -- elopment (PM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 2 0 0 N 1617 .95 0 2 < 0 N 1007 73 .95 .95 0 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 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) 568 Potential Capacity: (pcph) 714 Movement Capacity: (pcph) 714 Prob. of Queue-Free State: 1.00 Movement SB R Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue .Rate Cap Cap Delay Length (pcph) (pcph) (pcph) (sec/veh) (veh) 1 714 5.0 0.0 Approach LOS Delay (sec/veh) 5.0 B Intersection Delay = 0.0 sec/veh 87 HCS: Unsignalized Intersections Release 2.1g ACC4AM.MC0 Page 1 Center For Microcomputers In Transportation --University of Florida 512 Weil Mall 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 (AM Peak) Two-way Stop-controlled Intersection _ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 0 2 1695 .95 0 0 0 N 2 < 0 N 1022 4 .95 .95 0 0 0 0 0 0 1 20 .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 ACC4AM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 540 Potential Capacity: (pcph) 737 Movement Capacity: (pcph) 737 Prob. of Queue-Free State: 0.97 Movement SB R Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 5.0 23 737 5.0 0.0 B Intersection Delay = 0.0 sec/veh 89 HCS: Unsignalized Intersections Release 2.1g ACC4PM.HC0 Page Center For Microcomputers In Transportation University of Florida 512 Well ~all 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 (PM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's CV's (%) PCE's Eastbound L T R 0 2 0 N 1251 .95 0 (%) Westbound L T R 0 2 < 0 N 1966 13 · 95 .95 0 Northbound L T R 0 0 0 Southbound L T R 0 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 90 HCS: Unsignalized Intersections Release 2.1g ACC4PM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 1042 Potential Capacity: (pcph) 411 Movement Capacity: (pcph) 411 Prob. of Queue-Free State: 0.71 Intersection Performance Summary Flow Move · Rate Cap Movement (pcph) (pcph) SB R 120 411 Avg. 95% Shared Total Queue Approach Cap Delay Length LOS Delay (pcph) (sec/veh) (veh) (sec/veh) 12.4 12.4 1.4 C Intersection Delay = 0.4 sec/veh 9! DUKE REALTY - 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALYSIS 96TM STREET 24-HOUR TRAFFIC VOLUMES 92 A & F ENGINEERING CO., INC. 24 HOUR TRAFFIC VOLUMES CLIENT LOCATION DATE : DUKE : INTERSECTION OF 96TH STREET AND COLLEGE : JANUARY 27, 1999 HOUR NB SB NE+SB EB WB EB+WB TOTAL 12- I 20 18 38 18 12 30 68 1- 2 10 7 17 14 6 20 37 2- 3 11 7 18 9 6 15 33 3- 4 9 8 17 6 8 14 31 4-.5 19 10 29 7 10 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 11-12 368 455 823 403 212 615 1438 - PM - 12- i 476 418 894 362 266 628 1522 1- 2 424 316 740 290 230 520 1260 2- 3 352 322 674 302 218 520 1194 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- 9 181 110 291 160 118 278 569 9-10 133 86 219 144 94 238 457 10-11 72 54 126 82 44 126 252 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-MINUTE 227 137 69 138 HOUR 708 424 245 465 PHF 0.78 0.77 0.89 0.84 PH 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 11:00 11:00 12:00 - PM PEAK VOLUMES 15-MINUTE 155 210 166 94 HOUR 569 702 582 342 PHF 0.92 0.84 0.88 0.91 PH BEGIN 4:30 4:00 4:30 4:30 93 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 TI-iR FBI AVERAGE SAT SUN 1999 12- 1 13 27 20 1- 2 9 10 10 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 8- 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 9-10 121 145 133 10-11 63 81 72 11-12 36 31 34 TOTi~L 6094 6023 %AVG DAY 101% 100% - AM PEAK VOLUMES J 15-MINUTE 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 12:00 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 94 A & F ENGINEERING CO., INC. 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 12- 1 17 18 18 1- 2 5 9 7 2- 3 7 7 7 3- 4 6 11 8 4- 5 9 10 10 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 10-11 255 263 264 261 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 TOTAL 5485 5503 %AVG DAY 100% 100% - 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 - 15-MINUTE 126 144 144 HOUR 471 490 490 PHF 0.93 0.85 0.85 PH BEGIN 11:30 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 95 A & F ENGINEERING CO., INC. 24 HOUR TRAFFIC VOLUMES CLIENT : DUKE LOCATION : INTERSECTION OF 96TH STREET AND COLLEGE DIRECTION OF TRAVEL : EASTBOUND (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 17 20 18 2- 3 9 9 9 3- 4 6 6 6 4- 5 8 6 7 5- $ 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 9-10 136 153 144 10-11 82 81 82 11-12 46 56 51 TOTAL 4904 4889 %AVG DAY 100% 100% - AM PEAK VOLUMES : 15-MINUTE 69 61 69 HOUR 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 1t:00 - PM PEAK VOLUMES 15-MINUTE 152 166 166 HOUR 556 582 582 PHF 0.91 0.88 0.88 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 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 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- I 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 3781 3778 %AVG DAY 100% 100% - AM PEAK 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 - 15-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 97 DUKE REALTY- 96TM STREET AND MERIDIAN STREET TRAFFIC IMPACTANALY$1$ ADDITIONAl, FIGURES ASSIGNMENTS AND DISTRIBUTIONS 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 lO~d ST. 102nd ST. B I PENN. PKY I '~ITE I E SITE 2 D IL_EGENJ * = NE:GLZG[BL£ FIGURE A1 ASSIGNMENT & DISTRIBUTION 96th STREET AND OF GENERATED TRAFFIC VOLUMES MERIDIAN STREET FOR VACANT PARCEL A DUKE REALTY ©1999, A&:F Engineering Co., [nc. E 108rd ST. 102nd ST. 96TH ,~ ~ ~ 17 (58) (3) ~-~ { I I SITE I SITE 2 PENN. PKY rj-- 05) (5) 7-,, (5) LEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A2 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL A ©1999, A&F Engineering Co., [nc. W 96TH LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I SITE I SITE 2 //-1]'-] E 103rd ST. 102nd ST. PENN. PKY -32x.--~LE _ FIGURE A3 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL B {31999, A&F Engineering Co., Inc. A I W 96TH I I SITE I SITE 2 ..- 't. s05) LEGEND O0 ~OUR (00) = P.M. PEAK HOUR . = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (,) ,.~ (0 (1) 2-~, ~ E 103rd ST. 102nd ST. PENN. PKY IE -- (4) (8) (7) 11-,~ ~ FIGURE A4 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL B ©1999, A&F Engineering Co., Inc. SITE 1 SITE 2 ~ ~ 64~ E 103rd ST. 102nd ST. PENN. PKY I E D # LEGEND NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A5 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL C ©1999, A&F Engineering Co., Inc. (0 A 96TH E. 'k. · (~) ,., ~, (4) ,~-, (~) t I ~ITE 1 SITE 2 ~ (2~) (2) lo ~ ~ ~. (,) ~ ~ 12(2) (?) ?~ ~ E 108rd ST. 102nd ST. PENN. PKY IE (2,) 142~ t LEGEND O0 = A,kt, 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., [nc. B ! ~ITE 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 PARCELED ©1999, A&F Engineering Co., Inc. SITE 1 B SITE 2 (9) (9) (9) (4) 22 (57) E 103rd ST. 102nd ST. PENN. PKY ~" ~,,~ (6) (59) ~.4~ -.f" ILEGEND O0 = A.M. PEAK HOUR (00) = P.M. 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. B 96TH # ~ 2~ ~' LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I ~ITE I E 103rd ST. 102nd ST. PENN. PKY 4~ FIGURE A9 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL E ©1999, A&F Engineering Co., Inc. A I B W 96TH ~ '~,* (,) . -,,- 1 (6) ,~. 1 (6) (2) ~ LEGEND O0 = A.M. PEAK HOUR (00) = P,M, PEAK HOUR · , = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY ~..,., (.) .~- 27 {148) I SITE I SITE 2 -~-2 (12) 7 (40) (s) -- "~ '"' 16 8) E 103rd ST. 102nd ST. PENN. PKY __.]m D FIGURE A10 GENERATED TRAFFIC VOLUMES FOR VACANT PARCEL E ©1999, A&F Engineering Co., Inc. ;ITEI E 103rd ST. 102nd ST. PENN. PKY IE - SITE 2 D 96TH -- I-- -- 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., Inc. (67) 10 (3~) 5 -~- (277) 42 B 96TH (0 ~o-¢' ~ (5) (,) ,-~ (29) (~) i% SITE I E 108rd ST. 102nd ST. PENN. PKY ~E SITE 2 (38) LEGEND O0 = A,M. PEAK HOUR (00) = P.~4, PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A12 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 1) ©1999, A&F Engineering Co., Inc. ~ 102nd ST. ] PENN. PKY I ISlTE I ~ E W~TH I II II I 62~ "~ L_E GENJ * = 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 Eng;neering Co., Inc. f 02) ~"a, ~ (3) I SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE (,m) (7) ILEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A14 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. I A f B 96TH f E 103rd ST. 102nd ST. I ~ITE I SITE PENN. PKY 32X --~1 E - - F_F- D 28% ~ ~ LEGEND = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A15 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 2/RESIDENTIAL PORTION) ©1999, A&F Eng;neering Co., Inc. I ~ITE 1 :SITE (,) (2) (2) 2 % E 103rd ST. J 102nd ST. PENN. PKY ~E (~) (7) LEGEND O0 = A.M. PEAK HOUR (00) = P.M. PF. AK 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 Engineering Co., [nc. A I 96TH ~'2~ f ! ~ITE 1 SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE '~- 7% LEGEND 00 = A.M. PEAK HOUR (00) : P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A17 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/RETAIL PORTION) ©1999, A&F Engineering Co., Inc. B 96TH (2) (0 (2) (5) 2 --~ ! I SITE I SITE 2 (28) (5) ~5 (40 (72) 27 (2) (.) .-~' (2) (4) ~'1, ~ E 103rd ST. 102nd ST. PENN. PKY LE -_ ~'~v' ~ '~"2 (6) (72) 27 '~ ~ (.) LEGEND O0 = A.M, PEAK HOUR {00) = P,U. PEAK HOUR · = NEGLIGIBLE 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 I 96TH f SITE SITE 2 //qY-1 f E 103rd ST. 102nd ST. PENN. PKY LEGEND 00 = A.M. PF_AK HOUR (00) = P.M, PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A19 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. A 96TH ,-. ~ ~ (~) ~ (~) f ! ~ITE I SITE 2 .'-, (~9) (3) ~ (.) , .~' (22) 3 .-~ ~ 03) 2-,4, ~ E 103rd ST. t 102nd ST. PENN. PKY IE ~ 't. ]5 (2) 310 ~ LEGEND O0 = A.M. PEAK HOUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A20 GENERATED TRAFFIC VOLUMES FOR EXISTING ZONING PLAN (SITE 3/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Thc. 96TH SITE 2 E 103rd ST. ~; 102nd ST. PENN. PKY IE - f f f f LEGEND 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. (10) (128) lg (64) (527) 79-.~ A I I SITE I SITE 2 96TH LEGEND oo ---- ~OuR (00) = P.M. PEAK HOUR . = NEGLIGIBLE 96m STREET AND MEFIIDIAN STFIEET DUKE FIEALTY * ~ (9) (,) (56) (16) E 108rd ST. 102nd ST. PENN. PKY IE (12) (72) f (~2) ~ FIGURE A22 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 1) 01999, A&F Engineering Co., Inc. w 96TH L_EGEN__~D NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY I SITE I ~ 30)[ E 103rd ST. 102nd ST. PENN. PKY t 62~ J~ FIGURE A23 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co,, ~nc. (5,~) 8,~ (76) (43) 6-,~, ~ m m m A ! I_ 96TH I I SITE 1 :SITE E 103rd ST. 102nd ST. PENN. PKY (5) 38 ~ ,= (175) ~ - ~ +,..(.) 02) 9o,-~ (671) 98.~' (13o) (28) LEGEND~, O0 ~OUR (00) = P.M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A24 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. 96TM f I ~ITE 1 SITE 2 102nd ST. PENN, PKY IE FFi- LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY 62?, FIGURE A25 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/RETAIL PORTION) ©1999, A&F Engineer;rig Co., Inc. PENN. PKY ~ ~'2 (11) ,~-~ (8) (8) ~ SITE 2 (45) (11) (,) ,-~ (122) 16'~ (45) 9--~' _o (88) 24.~, ~. LEGEND O0 = A.M PEAK HOUR (00) = P,M. PEAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A26 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 2/RETAIL PORTION) ©1999, A&F Engineering Co., [nc. 2Y.--~ A I L--mm ~.= 2~ W 96TH f SITE 2 83% ~ 4% -~ E 103rd ST. 102nd ST. PENN. PKY lEt.--- JD LEGEND * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A27 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 3) ©1999, A&F Engineering Co., Inc. W 96TH ~ ~ ~ (9) - (9) (2) LEGEND O0 = A,M. PEAK HOUR (00) = P.M. PEAK HOUR · = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY f I SITE I SITE 2 (19) E 108rd ST. 102nd ST. PENN. PKY IE -- D ~=45 ~-~ "~"23 (3) ?'~'"~' '~'..40 (6) (28) - (60 ~ ~ ~ ~ (64) 476 ~ { FIGURE A28 GENERATED TRAFFIC VOLUMES FOR COMPREHENSIVE PLAN (SITE 3) ©1999, A&F Engineering Co., I~c. 2Y.'--),.- SITE I B SITE 2 E 103rd ST. 102nd ST. PENN. PKY IE f 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 Engineering Co., Inc. (~o) ~-~' (~5) ~-.~ (~o) ~-,4, W 96TH =-~"- ~ ~.27 (4) (2) 14''~ t O0 ~OUR (00) = P.M. P~.~K HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (7) SITE I SITE 2 (,) .-~' ~ (39) _~ _~ E 103rd ST. 102nd ST. PENN. PKY IE (22) FIGURE A30 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 1) ©1999, A&F Engineering Co., I~c. m W 96TH SITE I ;SITE '~- 30% E 103rd ST. 102nd ST. PENN. PKY J E -'- D LEGEND NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A31 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/OFFICE PARK PORTION) ©1999, A&F Engineering Co., Inc. f (44) 7 ~ (61) 9-'~ ~ (65) 5% ~ E 108rd ST. 102nd ST. I B ~ITE I ~SITE 25 W 96TH ~ 't..5 (35) (26) ,~.4 (26) (4) ~. IE PENN. PKY JD 040) LEGEND 00 ~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. I A I B t I ~ITE 1 SITE 2 I E 103rd ST. J 102nd ST. PENN. PKY FFi- ~ 20~ IL_EGEN_____D * = 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 Engineering Co., Inc. (.) .-~, ~ (,) ~ 't., (.) (.) I '~ITE 1 SITE 2 E 103rd ST. 102nd ST. PENN. PKY I1~ -- rr- - (.) (69) 53 ~ (.) , ~ 02) g~ ? (,) LEGEND O0 = A.M. PEAK HOUR FIGURE A34 (00) = P.M. PEAK HOUR * = NEGLIGIBLE GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 2/HOTEL PORTION) 96th STREET AND MERIDIAN STREET DUKE REALTY ©1999, A&F Engineering Co., Inc. .I I A 96TH ! SITE I SITE 2 f 83g '-~ E 103rd ST. 102nd ST. PENN. PKY IE f LEGEND NEGLIGIBLE g6th STREET AND MERIDIAN STREET DUKE REALTY FIGURE A35 ASSIGNMENT & DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 3) ©1999, A&F Engineering Cc,, Inc, PENN. PKY (7) (~) (7) B SITE 2 j-.J D 96TH JLEGEND 00 = A.M. PEAK HOUR (00) = P.M. PlAK HOUR * = NEGLIGIBLE 96th STREET AND MERIDIAN STREET DUKE REALTY (266) 85~ FIGURE A36 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT (SITE 3) ©1999, A&F Engineer[ng Co., [nc.