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Home My WebLink AboutTraffic Operations Analysis - Merchants Square TRAFFIC OPERATIONS ANALYSIS MERCHANTS SQUARE SHOPPING CENTER CARMEL, INDIANA LOCATED AT KEYSTONE AVENUE BETWEEN 116th STREET & CARMEL DRIVE PREPARED FOR A THE LINDER COMPANY A SEPTEMBER '1996 PREPARED BY: A & F ENGINEERING CO., INC. CONSULTING ENGINEERS 5172 EAST 65TH STREET INDIANAPOLIS, IN 46220 fA (317) 842-0864 p THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS II TABLE OF CONTENTS LIST OF FIGURES ii CERTIFICATION iii fl INTRODUCTION 1 PURPOSE 1 II SCOPE OF WORK 1 DESCRIPTION OF THE PROJECT 2 n STUDY AREA 4 DESCRIPTION OF THE ABUTTING STREET SYSTEM 4 TRAFFIC DATA 5 11 GENERATED TRAFFIC FOR PROPOSED DEVELOPMENT 5 TABLE 1 -GENERATED TRIPS FOR PROPOSED DEVELOPMENT 5 11 INTERNAL TRIPS 6 Pass-BY TRAFFIC 6 nPEAK HOUR 6 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS 6 n PROPOSED DEVELOPMENT GENERATED TRIPS ADDED To THE STREET SYSTEM 8 CAPACITY ANALYSIS 8 CAPACITY ANALYSES SCENARIOS 8 PTABLE 2 -LEVEL OF SERVICE SUMMARY-116TH STREET AND AAA WAY 13 TABLE 3 -LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE CENTER DR. 14 ITABLE 4 -LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE EAST DR. 15 TABLE 5 -LEVEL OF SERVICE SUMMARY-AAA WAY AND MEDICAL DRIVE 16 I TABLE 6-LEVEL OF SERVICE SUMMARY-AAA WAY AND NORTH LOOP DRIVE 17 TABLE 7 -LEVEL OF SERVICE SUMMARY-KEYSTONE WAY AND LOOP ROAD 18 N TABLE 8 -LEVEL OF SERVICE SUMMARY-MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD 19 TABLE 9 -LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND AAA WAY 20 TABLE 10 -LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND KEYSTONE WAY 21 ITABLE 11 -LEVEL OF SERVICE SUMMARY-RANGELINE ROAD AND MEDICAL DRIVE 22 CONCLUSIONS 23 INRECOMMENDATIONS 26 SUMMARY 27 I I I I I' THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS 11 LIST OF FIGURES FIGURE 1: CONCEPTUAL PLAN OF PROPOSED SITE 3 FIGURE 2: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES 7 FIGURE 3: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 9 FIGURE 4: EXISTING TRAFFIC VOLUMES 11 FIGURE 5: SUM OF EXISTING AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES 12 n 1 N N N 1 I' n n 1 N N N THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS CERTIFICATION I certify that this TRAFFIC OPERATIONS ANALYSIS has been prepared by me and under by immediate supervision and that I have experience and training in the field of traffic and transportation engineering. A 8L F ENGINEERING CO., INC. F f,,, //// 1/ ' No. 12855 = STATE OF William J.(Fehribach, P.E. I •,/.,4. v• fI President �«-••-•''" fONAt. �� Indiana Registration 12855 iii THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS INTRODUCTION This TRAFFIC OPERATIONS ANALYSIS, prepared at the request of Mr. Craig S. Hessee representing The Linder Company, is for the proposed reconstruction of Keystone Square Shopping Center located at Keystone Avenue and 116th Street 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: • 116th Street and AAA Way • 116th Street and Merchants Square Center Drive _ • 116th Street and Merchants Square East Drive • AAA Way and Medical Drive • AAA Way and North Loop Road • Keystone Way and Loop Road • Merchants Square East Drive and Loop Road • Carmel Drive and AAA Way • Carmel Drive and Keystone Way • Rangeline Road and Medical Drive THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS Second, to estimate the number of new trips that will be generated by the reconstruction of the shopping center. Third, to assign the generated traffic volumes to the driveways and/or roadways that will serve to provide access to the shopping center. Fourth, to distribute the generated traffic volumes onto the public roadway system and intersections that 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: Existing Conditions-Based on existing roadway conditions and traffic volumes. SCENARIO 2: Proposed Development- Add the new traffic volumes that will be generated by the reconstruction of the shopping center to the existing traffic volumes. Finally, to prepare a TRAFFIC OPERATIONS 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 Merchants Square Shopping Center involves the reconstruction of the Keystone Square Shopping Center. The existing shopping center is located in Carmel, Indiana and is bordered by Carmel Drive to the north, Keystone Avenue to the east, and 116th Street to the south. The proposed reconstruction consists of adding approximately 37,000 square feet of new gross floor area to the existing shopping center. A new building consisting of 26 201 . . - -- _ _ ail gross floor area is proposed to be located in the northwest quadrant of Medical Drive and AAA Way as part of the reconstruction project. Another part of the proposed reconstruction includes removing the center access point along 116th Street. In addition, the intersection of AAA Way and 116th Street is proposed to operate as a full access point with a traffic signal. Figure 1 is an area map and conceptual plan of the proposed reconstruction including the access points. 2 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS STUDY AREA The study area for this analysis will include the following intersections: • 116th Street and AAA Way • 116th Street and Merchants Square Center Drive • 116th Street and Merchants Square East Drive • AAA Way and Medical Drive • AAA Way and North Loop Road • Keystone Way and Loop Road • Merchants Square East Drive and Loop Road • Carmel Drive and AAA Way • Carmel Drive and Keystone Way • Rangeline Road and Medical Drive DESCRIPTION OF THE ABUTTING STREET SYSTEM This proposed development will be served by the public roadway system that includes Rangeline Road, Carmel Drive, 116th Street, AAA Way, and Medical Drive. RANGELINE ROAD - is a north-south four lane roadway. The intersection of Rangeline Road and Medical Drive is controlled by a two-phase traffic signal. CARMEL DRIVE - is an east-west four lane roadway. The intersection of Cannel Drive and AAA Way is controlled by a two-phase signal, and the intersection of Cannel Drive and Keystone Way is stop sign controlled with Keystone Way stopping for Carmel Drive. 116TH STREET - is an east-west two lane roadway with a center lane for left-turns. The access drives into the shopping center are stop sign controlled with the access drives stopping for 116th Street. The AAA Way access drive is currently marked as exit only. AAA WAY - is a north-south drive providing internal access to the Keystone Square Shopping Center. The intersection of AAA Way and Medical Drive is controlled by an all-way stop. MEDICAL DRIVE - is an east-west drive providing internal access to offices along with the Keystone Square Shopping Center. 4 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TRAFFIC DATA Peak hour manual turning movement traffic volume counts were made at each of the study intersections. These traffic volume counts include an hourly total of all "through" traffic and all "turning" traffic at the intersection. These traffic volume counts were made during the hours of 11:00 AM to 1:00 PM, and 4:00 PM to 8:00 PM in September 1996. The traffic volume counts are included in Appendix A. GENERATED TRAFFIC FOR PROPOSED DEVELOPMENT The estimate of traffic to be generated by the proposed development is a function of the development size and of the character of the land use. Trip Generation' report was used to calculate the number of trips that will be generated by the retail section of the proposed development. This report is a M 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 1 is a summary of the trips that will be generated by proposed development. TABLE 1 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT GENERATED TRIPS . NOON NOON PM PM LAND USE ITE CODE EN TER EXIT EN TER EXIT Existing 820 ( 311,575 SF 683 568 677 676 Proposed 820 348,677 SF 733 609 727 727 New 50 41 50 51 The "New" trips were determined by subtracting the trips generated by the existing square footage from the trips generated by the proposed square footage. Trip Generation, Institute of Transportation Engineers, Fifth Edition, January 1991. 5 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS INTERNAL TRIPS An internal trip results when a trip is made between two land uses without using the roadway system. Any internal trips for the development are included in the trip generation for a shopping center. Therefore, no reduction will be applied for internal trips. PASS-BY TRAFFIC Pass-by traffic is traffic that already exists on the roadway system and decides to enter a land use. For this analysis, no reduction will be applied for pass-by traffic. PEAK HOUR Based on the existing traffic volumes that were collected for this analysis, the adjacent street peak hours vary between 11:30 AM to 12:30 PM and 4:15 PM to 6:00 PM. The actual peak hour at each intersection will be used for this analysis. ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS The study methodology used to determine the traffic volumes, from the proposed development, that will be added to the street system is defined as follows: 1. 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 existing traffic volumes, traffic to and from the proposed site was assigned to the proposed driveways and to the public street system that will be serving the site. 2. 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. Figure 2 shows the assignment and distribution of the generated traffic volumes. 6 THE UNDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the proposed development have been prepared for each of the proposed access points and for each of the study area intersections. The Peak Hour generated traffic volumes are shown on Figure 3. These data are based on the previously discussed trip generation data, assignment of generated traffic, and distribution of generated traffic. The generated traffic volumes include the new traffic volumes only. 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. 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. 2 Transportation Research Board, National Research Council, Washington, DC, Special Report 209, 1985. 8 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS An analysis has been made for the Noon Peak Hour and PM Peak Hour for each of the study intersections for each of the following scenarios: SCENARIO 1: Existing Traffic Volumes-These are the traffic volumes that were obtained in September 1996. Figure 4 is a summary of these traffic volumes at the study intersections. SCENARIO 2: Existing Traffic Volumes + Proposed Development Traffic Volumes- �' Figure 5 is a summary of these traffic volumes at the study intersections for the peak hour. The computer solutions showing the level of service results are included in Appendix A. The tables that are included in this report are a summary of the results of the level of service analyses and are identified as follows: Table 2 - 116th Street and AAA Way Table 3 - 116th Street and Merchants Square Center Drive Table 4 - 116th Street and Merchants Square East Drive Table 5 - AAA Way and Medical Drive Table 6 - AAA Way and North Loop Road Table 7 -Keystone Way and Loop Road Table 8 -Merchants Square East Drive and Loop Road Table 9 - Carmel Drive and AAA Way Table 10 - Carmel Drive and Keystone Way Table 11 - Rangeline Road and Medical Drive 10 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 2 - LEVEL OF SERVICE SUMMARY-116TH STREET AND AAA WAY _ NOON PEAK HOUR MOVEMENT SCE .° ' I 1 SCENARIO 2 Southbound Left E B Southbound Right B Southbound Approach - B Eastbound Left A B Eastbound Approach - A Westbound Approach - A Intersection - B PM PEAK HOUR MOVEMENT SCE % 1 SCENARIO 2 Southbound Left !E B Southbound Right B B Southbound Approach - B Eastbound Left A A Eastbound Approach - B Westbound Approach - A Intersection - B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with a Traffic Signal Installed and the Center Drive along 116th Street Removed 13 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS N TABLE 3 - LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE CENTER DR. NOON PEAK HOUR MOVEMENT SCENAA- 1 SCENARIO 2 Southbound Left Southbound Right - Eastbound Left A _ 11 PM PEAK HOUR MOVEMENT • 0All• 0 1 SCENARIO 2 Southbound Left - Southbound Right B - Eastbound Left A - p SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: This Access Point will be Removed with the Proposed Reconstruction. 11 N N N N 14 11 1 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 4 - LEVEL OF SERVICE SUMMARY-1 16TH STREET AND MERCHANTS SQUARE EAST DR. n NOON PEAK HOUR MOVEMENT SCENA O 1CSCENARIO 2 Southbound Left F / F Southbound Right A 11 Eastbound Left B A I' PM PEAK HOUR flMOVEMENT SCENARIO 1 SCENARIO 2 Southbound Left F F Southbound Right A A 11 Eastbound Left A A n fl SCENARIO 1: Existing Traffic Volumes with Existing Conditions 11 SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with a Traffic Signal at AAA Way and the Center Drive Removed I' I' I' 11 15 F' I THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS 1 TABLE 5 - LEVEL OF SERVICE S I •4'Y-' ' • WAY AND MEDICAL DRIVE 7 off. NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Southbound Approach A A Eastbound Approach A A Westbound Approach A A Intersection A A I PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Southbound Approach A A Eastbound Approach A A Westbound Approach A A Intersection A A I I SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing Conditions I I 16 111 I 11 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 6 - LEVEL OF SERVICE SUMMARY-AAA WAY AND NORTH LOOP DRIVE I' NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left A A Southbound Left A A Eastbound Approach C C Westbound Approach B B I' PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left A A Southbound Left A A Eastbound Approach C C Westbound Approach A B N N SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing P P Conditions p p p p N 17 11 I' THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 7 - LEVEL OF SERVICE SUMMARY-KEYSTONE WAY AND LOOP ROAD NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Southbound Approach A A Eastbound Approach A A Westbound Approach B B Intersection A A 1 PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Southbound Approach A A Eastbound Approach A A Westbound Approach A A Intersection A A 1 SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing Conditions n n Ii 'S 1 n THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 8 - LEVEL OF SERVICE SUMMARY-MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD n NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left A A Southbound Left A - Eastbound Approach A A Westbound Approach B B 1 n PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Left A A Southbound Left A - Eastbound Approach A A Westbound Approach B A II p SCENARIO l: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with the Southbound Approach of the Intersection Closed due to the Proposed Reconfiguration of the Parking Lot N p N 19 N THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 9 - LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND AAA WAY 1' NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B n PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B 1 SCENARIO 1: Existing Traffic Volumes with Existing Conditions _ SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing Conditions 20 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 10 - LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND KEYSTONE WAY _ NOON PEAK HOUR MOVEMENT SCENARIO 1 SC�� • 'a • Northbound Left D D Northbound Through/Right B : Southbound Left E E Southbound Through/Right A A Eastbound Left A A Westbound Left A A PM PEAK HOUR MOVEMENT SCENARIO 1 SC 1'. : . Northbound Left F F Northbound Through/Right B B Southbound Left F F Southbound Through/Right B B Eastbound Left A A Westbound Left C C SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing Conditions ... 21 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS TABLE 11 - LEVEL OF SERVICE SUMNIARY-RANGELINE ROAD AND MEDICAL DRIVE NOON PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Southbound Approach B B Eastbound Approach B Westbound Approach B C Intersection B PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B SCENARIO 1: Existing Traffic Volumes with Existing Conditions SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing Conditions 22 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS 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 Noon Peak Hour and PM Peak Hour that were addressed in this analysis. These peak hours are when the largest volumes of traffic will occur. Therefore, if the resulting level of service is adequate during these time periods, it can generally be assumed the remaining 22 hours will have levels of service that are better than the peak hour, since the existing street traffic volumes will be less during the other 22 hours. 1. 116TH STREET AND AAA WAY Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown that the '— southbound left movement operates below acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will operate above acceptable levels with the proposed traffic signal and geometrics. 2. 116TH STREET AND MERCHANTS SQUARE CENTER DRIVE Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown that the southbound left movement is operating below acceptable levels. Proposed Development(Scenario 2) - The center access drive will be removed with the proposed reconstruction. 23 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS 3. 1 16TH STREET AND MERCHANTS SQUARE EAST DRIVE Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown that the southbound left movement is operating below acceptable levels. Proposed Development(Scenario 2) -When the proposed development generated traffic volumes are added to the existing traffic volumes, the southbound left movement will continue to operate below acceptable levels. 4. AAA WAY AND MEDICAL DRIVE Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating above acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels with the existing conditions. 5. AAA WAY AND NORTH LOOP ROAD Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating above acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels with the existing conditions. 24 11 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS n 6. KEYSTONE WAY AND LOOP ROAD Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating above acceptable levels. 11 Proposed Development(Scenario 2) - When the proposed development generated traffic flvolumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels with the existing conditions. 7. MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD ® Existing (Scenario 1) - A review of the level of service for each of the intersection Il approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating above acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels. 8. CARMEL DRIVE AND AAA WAY Existing (Scenario I) - 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 above acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels with the existing conditions. 25 11 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS 9. CARMEL DRIVE AND KEYSTONE WAY Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown that the northbound and southbound lefts are operating below acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, the northbound and southbound lefts will continue to operate below acceptable levels. 10.RANGELINE ROAD AND MEDICAL DRIVE Existing (Scenario 1) - A review of the level of service for each of the intersection approaches, with the existing traffic volumes and existing geometrics, has shown this intersection is operating above acceptable levels. Proposed Development(Scenario 2) - When the proposed development generated traffic volumes are added to the existing traffic volumes, this intersection will continue to operate above acceptable levels with the existing conditions. RECOMMENDATIONS Based on this analysis and the conclusions, the following recommendations are made to insure that the roadway system will operate at acceptable levels of service if the site is developed as proposed. • Construct the AAA Way access point along 116th Street with two outbound lanes and one inbound lane. These lanes should be twelve feet in width. • Construct a right-turn lane along 116th Street at the AAA Way access point. • Install the proposed traffic signal at the AAA Way access point along 116th Street. 26 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS SUMMARY The proposed reconstruction of the shopping center will add only 37,102 square feet of new retail space to the existing shopping center. Therefore, the new traffic volumes generated by the proposed reconstruction will be minimal. The proposed development will not adversely effect the operations of the public roadway system to a greater extent than it is operating today. Moreover, the proposed signal at 116th Street and AAA Way will improve access to the shopping center along 116th Street. I I 1 1 ' 27 THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS — APPENDIX A This document contains the traffic data that were used in the TRAFFIC OPERATIONS ANALYSIS for the proposed reconstruction of the shopping center. Included are the intersection turning movement traffic volumes counts and the intersection capacity analyses for each of the study intersections for the Noon Peak Hour and PM Peak Hour. - 116th STREET - AAA WAY A & F ENGINEERING CO. , INC. - TRAFFIC VOLUME SUMMARY _ CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & AAA DRIVE (1) DATE : SEPTEMBER 9, 1996 DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 1 0 1 542 82 624 543 82 625 PM "" 12- 1 3 0 3 570 64 634 573 64 637 4- 5 0 0 0 808 31 839 808 31 839 5- 6 0 0 0 909 32 941 909 32 941 - 6- 7 0 0 0 524 11 535 524 11 535 7- 8 4 1 5 344 9 353 348 10 358 PASSENGER 8 3697 3705 88 . 9% 94 . 2% 94 . 2% 1 TRUCK 1 229 230 11. 1% 5. 8% 5 . 8% I BOTH 9 3926 3935 0. 2% 99 . 8% 100 . 0% r DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL rPASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM r 11-12 32 0 32 72 5 77 104 5 109 PM 12- 1 41 2 43 105 8 113 146 10 156 4- 5 33 1 34 65 4 69 98 5 103 - 5- 6 28 0 28 51 2 53 79 2 81 6- 7 28 0 28 31 1 32 59 1 60 7- 8 16 1 17 41 0 41 57 1 58 - PASSENGER 178 365 543 97 . 8% 94 . 8% 95 . 8% TRUCK 4 20 24 7 2 . 2% 5 . 2% 4 . 2% BOTH 182 385 567 32 . 1% 67 . 9% 100 . 0% r 2 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & AAA DRIVE (1) DATE : SEPTEMBER 9 , 1996 - DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU RIGHT TOTAL - PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 402 36 438 0 0 0 402 36 438 PM 12- 1 606 16 622 0 0 0 606 16 622 4- 5 448 15 463 2 0 2 450 15 465 _ 5- 6 496 11 507 0 0 0 496 11 507 6- 7 410 4 414 0 0 0 410 4 414 7- 8 337 3 340 1 0 1 338 3 341 - PASSENGER 2699 3 2702 96. 9% 100 . 0% 97 . 0% TRUCK 85 0 85 3 . 1% 0 . 0% 3 . 0% BOTH 2784 3 2787 99 . 9% 0 . 1% 100. 0% I L I I I I I3 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & AAA DRIVE (1) DATE : SEPTEMBER 9 , 1996 - PEAK HOUR DATA - AM PEAK OFF PEAK PM PEAK HR BEGIN 11:45 AM HR BEGIN 4:45 PM L T R TOT L T R TOT L T R TOT - EASTBOUND 3 720 723 0 1056 1056 SOUTHBOUND 46 113 159 26 68 94 WESTBOUND 598 0 598 525 1 526 HOUR SUMMARY - HOUR SB EB WB EB+WB TOTAL - AM - - 11-12 109 625 438 1063 1172 - PM - 12- 1 156 637 622 1259 1415 4- 5 103 839 465 1304 1407 - 5- 6 81 941 507 1448 1529 6- 7 60 535 414 949 1009 7- 8 58 358 341 699 757 - TOTAL 567 3935 2787 6722 7289 7 . 8% 54 . 0% 38 . 2% 92 . 2% 100 . 0% - - OFF PEAK VOLUMES - 15-MIN 45 208 165 HOUR 159 723 622 PHF 0 . 88 0 . 87 0 . 94 - PM PEAK VOLUMES - 15-MIN 32 292 162 HOUR 107 1056 526 PHF 0. 84 0 . 90 0 . 81 4 HCS: Unsignalized Intersections Release 2 . 1c LC1NS1.HCO Page 1 — A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- — Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) 116TH STREET (1) Major Street DirectionEW __ Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) — Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 0 0 0 0 1 0 1 Stop/Yield N N Volumes 3 720 598 46 113 — PHF . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC ' s (%) — SU/RV' s (%) CV' s (%) PCE' s 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 . 1c LC1NS1.HCO Page 2 Worksheet for TWSC Intersection — Step 1 : RT from Minor Street NB SB Conflicting Flows: (vph) 629 Potential Capacity: (pcph) 665 — Movement Capacity: (pcph) 665 Prob. of Queue-Free State: 0.80 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 629 Potential Capacity: (pcph) 860 Movement Capacity: (pcph) 860 Prob. of Queue-Free State: 1. 00 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1390 Potential Capacity: (pcph) 166 Major LT, Minor TH — Impedance Factor: 1. 00 Adjusted Impedance Factor: 1. 00 Capacity Adjustment Factor due to Impeding Movements 1. 00 — Movement Capacity: (pcph) 165 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) SB L 53 165 32 . 1 1. 5 E — 14 . 1 SB R 131 665 6 . 7 0. 8 B EB L 3 860 4 . 2 0 . 0 A 0. 0 — Intersection Delay = 1. 5 sec/veh 6 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996 A & F ENGINEERING CO. , INC. Streets: (E-W) 116TH STREET (N-S) AAA DRIVE (1) Analyst: KAS File Name: LC1NS2 .HC9 Area Type: Other 9-18-96 NOON PK — Comment: EXTG+GEN TRAF VOLS & PROP COND (SCENARIO 2) Eastbound Westbound Northbound Southbound — L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 216 723 496 55 148 224 — Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 7 27 112 Lost Time 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 I Right Right Peds Peds WB Left SB Left * I Thru * Thru Right * Right * Peds Peds NB Right EB Right r SB Right WB Right Green 41. 5A Green 10 . 5A Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 r Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 307 433 0. 740 0 . 708 9 . 7 B 4 . 7 A T 1320 1863 0. 577 0 . 708 3 . 3 A r. WB T 1320 1863 0. 396 0 . 708 2 . 4 A 2 . 4 A R 1121 1583 0. 027 0. 708 1 . 7 A SB L 339 1770 0. 460 0 . 192 14 . 6 B 14 . 4 B R 303 1583 0. 389 0 . 192 14 . 1 B — Intersection Delay = 5 . 5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 680 7 r r 7 HCS: Unsignalized Intersections Release 2 . 1c LC1PMS1 .HCO Page 1 A & F ENGINEERING CO. , INC. — 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) 116TH STREET (1) Major Street DirectionEW Length of Time Analyzed60 (min) _ Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- - No. Lanes 1 1 0 0 1 0 0 0 0 1 0 1 Stop/Yield N N Volumes 0 1056 525 26 68 — PHF . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC's (%) SU/RV' s (%) — CV' s (%) PCE' s 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 8 HCS: Unsignalized Intersections Release 2 . 1c LC1PMS1.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 553 Potential Capacity: (pcph) 726 Movement Capacity: (pcph) 726 Prob. of Queue-Free State: 0 .89 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 553 Potential Capacity: (pcph) 934 Movement Capacity: (pcph) 934 Prob. of Queue-Free State: 1. 00 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1665 Potential Capacity: (pcph) 115 Major LT, Minor TH Impedance Factor: 1. 00 Adjusted Impedance Factor: 1. 00 Capacity Adjustment Factor due to Impeding Movements 1. 00 Movement Capacity: (pcph) 115 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) SB L 30 115 42 . 3 1. 1 E 15.7 SB R 79 726 5 . 6 0 . 3 B EB L 0 934 3 . 9 0 . 0 A 0. 0 Intersection Delay = 0 . 9 sec/veh 9 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996 A & F ENGINEERING CO. , INC. Streets: (E-W) 116TH STREET (N-S) AAA DRIVE (1) Analyst: KAS File Name: LC1PMS2 .HC9 a Area Type: Other 9-18-96 PM PEAK Comment: EXTG+GEN TRAF VOLS & PROP COND (SCENARIO 2) Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 119 1059 461 55 101 174 — Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 7 27 137 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left — Thru * Thru Right Right Peds Peds WB Left SB Left * _ Thru * Thru Right * Right * Peds Peds NB Right EB Right -- SB Right WB Right Green 42 . OA Green 10 . OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 353 493 0. 354 0 . 717 2 . 4 A 6 . 8 B T 1335 1863 0 . 835 0. 717 7 . 3 B WB T 1335 1863 0 . 363 0 . 717 2 . 2 A 2 . 1 A I R 1134 1583 0 . 026 0. 717 1 . 6 A SB L 324 1770 0 . 327 0 . 183 14 . 0 B 13 . 8 B R 290 1583 0 . 134 0 . 183 13 . 3 B IIntersection Delay = 6 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 732 r I ,....1 ..._ 10 r 116th STREET MERCHANTS SQUARE CENTER - DRIVE A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & MERCHANTS SQUARE CENTER DRIVE (2) DATE : SEPTEMBER 10, 1996 DESIGN DATA + + + + AM PEAK OFF PEAK PM PEAK LEFT RIGHT TOTAL LEFT RIGHT TOTAL LEFT RIGHT TOTAL + + + + IN 114 43 157 73 45 118 OUT 30 38 68 33 50 83 + + + + -- HOUR SUMMARY + + + + HOUR IN OUT IN+OUT I TOTAL - + + + + - AM - 11-12 119 48 167 167 - PM - - 12- 1 153 68 221 221 4- 5 109 55 164 164 5- 6 101 75 176 176 6- 7 72 44 116 116 7- 8 55 30 85 85 + + + + TOTAL 609 320 929 929 65 . 6% 34 . 4% 100. 0% 100. 0% - OFF PEAK VOLUMES - 15-MIN 51 20 HOUR 153 68 PHF 0 . 75 0 . 85 - PM PEAK VOLUMES - - 15-MIN 33 23 HOUR 117 83 PHF 0. 89 0. 90 12 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & MERCHANTS SQUARE CENTER DRIVE (2) DATE : SEPTEMBER 10, 1996 DIRECTION OF TRAVEL : IN + + + + + HOUR LEFT RIGHT TOTAL - PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH + + + + + AM - 11-12 73 3 76 43 0 43 116 3 119 PM 12- 1 113 0 113 40 0 40 153 0 153 4- 5 65 1 66 43 0 43 108 1 109 5- 6 66 1 67 34 0 34 100 1 101 6- 7 39 0 39 33 0 33 72 0 72 7- 8 25 0 25 30 0 30 55 0 55 + + + + PASSENGER 381 223 604 98 . 7% 100. 0% 99 . 2% - TRUCK 5 0 5 1. 3% 0. 0% 0 .8% TOTAL 386 223 609 63 . 4% 36. 6% 100 . 0% DIRECTION OF TRAVEL : OUT - + + + + + HOUR LEFT RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH + + + + + -- AM 11-12 19 0 19 29 0 29 48 0 48 PM 12- 1 30 0 30 38 0 38 68 0 68 - 4- 5 18 0 18 35 2 37 53 2 55 5- 6 30 0 30 45 0 45 75 0 75 6- 7 18 0 18 25 1 26 43 1 44 _ 7- 8 12 0 12 18 0 18 30 0 30 + + + + + PASSENGER 127 190 317 100 . 0% 98 . 4% 99 . 1% TRUCK 0 3 3 0. 0% 1. 6% 0 . 9% I TOTAL 127 193 320 39 . 7% 60. 3% 100 . 0% I 13 r r HCS: Unsignalized Intersections Release 2 . 1c LC2NS1.HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ CENTER DR (E-W) 116TH STREET (2) Major Street DirectionEW Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 114 766 560 43 30 38 PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC ' s (%) SU/RV' s (%) CV' s (%) PCE ' s 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 14 HCS: Unsignalized Intersections Release 2 . 1c LC2NS1.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 589 Potential Capacity: (pcph) 696 — Movement Capacity: (pcph) 696 Prob. of Queue-Free State: 0 . 94 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 634 Potential Capacity: (pcph) 855 — Movement Capacity: (pcph) 855 Prob. of Queue-Free State: 0. 85 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1538 Potential Capacity: (pcph) 136 Major LT, Minor TH — Impedance Factor: 0 . 85 Adjusted Impedance Factor: 0 . 85 Capacity Adjustment Factor due to Impeding Movements 0 . 85 Movement Capacity: (pcph) 115 _ 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) SB L 35 115 44 . 9 1. 4 E — 22 . 9 SB R 44 696 5. 5 0. 1 B EB L 132 855 5. 0 0. 6 A 0 . 6 Intersection Delay = 1. 4 sec/veh — 15 HCS: Unsignalized Intersections Release 2 . 1c LC2PMS1.HCO Page 1 A & F ENGINEERING CO. , INC. — 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 — Streets: (N-S) MERCH SQ CENTER DR (E-W) 116TH STREET (2) Major Street DirectionEW Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 73 1082 475 45 33 50 — PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) (%) PCE' s 1. 10 1. 10 1. 10 IAdjustment Factors I Vehicle Critical Gap (tg) Follow-up Maneuver Time (tf) Left Turn Major Road 5 . 00 2 . 10 r Right Turn Minor Road 5. 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 r r r 16 HCS: Unsignalized Intersections Release 2 . 1c LC2PMS1.HCO Page 2 Worksheet for TWSC Intersection — Step 1 : RT from Minor Street NB SB Conflicting Flows: (vph) 500 Potential Capacity: (pcph) 773 — Movement Capacity: (pcph) 773 Prob. of Queue-Free State: 0. 92 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 547 Potential Capacity: (pcph) 941 Movement Capacity: (pcph) 941 Prob. of Queue-Free State: 0 . 91 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1740 Potential Capacity: (pcph) 104 Major LT, Minor TH — Impedance Factor: 0. 91 Adjusted Impedance Factor: 0. 91 Capacity Adjustment Factor due to Impeding Movements 0. 91 — Movement Capacity: (pcph) 95 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) SB L 39 95 63 . 7 2 . 0 F — 28 . 3 SB R 58 773 5 . 0 0. 2 B EB L 85 941 4 . 2 0. 2 A 0 . 3 — Intersection Delay = 1. 5 sec/veh 17 116th STREET MERCHANTS SQUARE EAST DRIVE A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET & MERCHANTS SQUARE EAST DRIVE (3) DATE : SEPTEMBER 9, 1996 DESIGN DATA + + + + AM PEAK OFF PEAK PM PEAK LEFT RIGHT TOTAL LEFT RIGHT TOTAL LEFT RIGHT TOTAL + + -r + IN 159 170 329 73 169 242 OUT 128 161 289 76 77 153 + + + + HOUR SUMMARY + + + + HOUR I IN OUT IN+OUT TOTAL - + + + + - AM - 11-12 298 142 440 440 - PM - - 12- 1 308 289 597 597 4- 5 217 114 331 331 5- 6 235 153 388 388 6- 7 249 154 403 403 7- 8 167 184 351 351 + + + + TOTAL 1474 1036 2510 2510 58 . 7% 41. 3% 100. 0% 100. 0% - OFF PEAK VOLUMES - 15-MIN 88 91 HOUR 329 289 PHF 0. 93 0. 79 - - PM PEAK VOLUMES - 15-MIN 75 45 HOUR 242 153 PHF 0. 81 0. 85 19 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY r CLIENTTHE CINDER COMPANY LOCATION : 116TH STREET & MERCHANTS SQUARE EAST DRIVE (3) DATE : SEPTEMBER 9, 1996 wDIRECTION OF TRAVEL : IN + + + + + HOUR LEFT RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH + + + + + AM 11-12 129 2 131 165 2 167 294 4 298 rPM 12- 1 145 1 146 160 2 162 305 3 308 4- 5 71 0 71 145 1 146 216 1 217 r 5- 6 65 1 66 168 1 169 233 247 2 235 6- 7 90 1 91 157 1 158 2 249 7- 8 55 0 55 112 0 112 167 0 167 + + + + + PASSENGER 555 907 1462 99 . 1% 99 . 2% 99 . 2% r TRUCK 5 7 12 0. 9% 0. 8% 0 . 8% TOTAL 560 914 1474 r38 . 0% 62 . 0% 100 . 0% DIRECTION OF TRAVEL : OUT - + + + + + HOUR LEFT RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH - + + + + + AM 11-12 88 0 88 53 1 54 141 1 142 PM _ 12- 1 125 3 128 160 1 161 285 4 289 4- 5 66 1 67 47 0 47 113 1 114 5- 6 76 0 76 77 0 77 153 0 153 6- 7 90 1 91 62 1 63 152 2 154 r7- 8 108 0 108 76 0 76 184 0 184 + + + + + PASSENGER 553 475 1028 - 99 . 1% 99 . 4% 99 . 2% TRUCK 5 3 8 0 . 9% 0. 6% 0 . 8% TOTAL 558 478 1036 53 . 9% 46. 1% 100 . 0% 7 20 1 7 HCS: Unsignalized Intersections Release 2 . 1c LC3NS1.HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3) Major Street DirectionEW Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 159 796 399 170 128 161 PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 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 21 HCS: Unsignalized Intersections Release 2 . 1c LC3NS1.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 420 Potential Capacity: (pcph) 848 Movement Capacity: (pcph) 848 Prob. of Queue-Free State: 0 . 78 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 599 Potential Capacity: (pcph) 888 Movement Capacity: (pcph) 888 Prob. of Queue-Free State: 0. 79 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1514 Potential Capacity: (pcph) 141 Major LT, Minor TH Impedance Factor: 0. 79 Adjusted Impedance Factor: 0. 79 Capacity Adjustment Factor due to Impeding Movements 0 . 79 — Movement Capacity: (pcph) 112 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) SB L 149 112 736 . 1 24 . 7 F 329 . 1 SB R 186 848 5 . 4 1. 0 B EB L 184 888 5 . 1 0 . 9 B 0 . 9 Intersection Delay = 52 . 9 sec/veh 22 HCS: Unsignalized Intersections Release 2 . 1c LC3NS2 .HCO Page 1 A & F ENGINEERING CO. , INC. — 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3) Major Street DirectionEW Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG+GEN TRAF VOL&PROP COND(SCEN2) Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 72 868 401 167 63 97 PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 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 23 HCS: Unsignalized Intersections Release 2 . 1c LC3NS2 .HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 422 Potential Capacity: (pcph) 846 Movement Capacity: (pcph) 846 Prob. of Queue-Free State: 0 . 87 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 598 Potential Capacity: (pcph) 889 Movement Capacity: (pcph) 889 Prob. of Queue-Free State: 0.91 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1500 Potential Capacity: (pcph) 143 Major LT, Minor TH -- Impedance Factor: 0. 91 Adjusted Impedance Factor: 0. 91 Capacity Adjustment Factor due to Impeding Movements 0. 91 Movement Capacity: (pcph) 129 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) SB L 73 129 62 . 7 3 . 5 F -- 27 . 7 SB R 112 846 4 . 9 0 . 5 A EB L 84 889 4 . 5 0. 3 A 0 . 3 Intersection Delay = 2 . 8 sec/veh 24 HCS: Unsignalized Intersections Release 2 . 1c LC3PMS1.HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3) Major Street DirectionEW Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 73 1115 398 169 76 77 _ PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) — CV' s PCE' s (%) 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 25 HCS: Unsignalized Intersections Release 2 . 1c LC3PMS1.HCO Page 2 Worksheet for TWSC Intersection — Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 419 Potential Capacity: (pcph) 849 — Movement Capacity: (pcph) 849 Prob. of Queue-Free State: 0. 90 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 597 Potential Capacity: (pcph) 890 Movement Capacity: (pcph) 890 Prob. of Queue-Free State: 0. 90 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1759 Potential Capacity: (pcph) 101 Major LT, Minor TH Impedance Factor: 0. 90 Adjusted Impedance Factor: 0 . 90 Capacity Adjustment Factor due to Impeding Movements 0 . 90 Movement Capacity: (pcph) 91 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) SB L 88 91 274 . 0 9 . 7 F — 138 . 5 SB R 89 849 4 . 7 0 . 3 A EB L 85 890 4 . 5 0 . 3 A 0 . 3 — Intersection Delay = 11. 3 sec/veh 26 HCS: Unsignalized Intersections Release 2 . 1c LC3PMS2 .HCO Page 1 _ A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3) Major Street DirectionEW Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG+GEN TRAF VOL&PROP COND(SCEN2) _ Two-way Stop-controlled Intersection 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 1 Stop/Yield N N Volumes 39 1157 401 168 44 62 — PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) — CV' s (%) 1. 10 1. 10 PCE' s 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 27 HCS: Unsignalized Intersections Release 2 . 1c LC3PMS2 .HCO Page 2 Worksheet for TWSC Intersection — Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 422 Potential Capacity: (pcph) 846 — Movement Capacity: (pcph) 846 Prob. of Queue-Free State: 0 . 91 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 599 Potential Capacity: (pcph) 888 Movement Capacity: (pcph) 888 Prob. of Queue-Free State: 0. 95 Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1770 Potential Capacity: (pcph) 100 Major LT, Minor TH — Impedance Factor: 0 . 95 Adjusted Impedance Factor: 0. 95 Capacity Adjustment Factor due to Impeding Movements 0. 95 — Movement Capacity: (pcph) 95 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) SB L 51 95 79 . 7 3 . 0 F — 35 . 8 SB R 72 846 4 . 7 0. 2 A EB L 45 888 4 . 3 0 . 0 A 0 . 1 — Intersection Delay = 2 . 1 sec/veh 28 AAA WAY MEDICAL DRIVE - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & MEDICAL DRIVE (4) DATE : SEPTEMBER 12 , 1996 PEAK HOUR DATA - I I AM PEAK OFF PEAK PM PEAK HR BEGIN 11:30 AM HR BEGIN 4:30 PM L T R TOT L T R TOT L T R TOT - NORTHBOUND 24 40 4 68 15 23 2 40 EASTBOUND 50 61 51 162 46 66 22 134 SOUTHBOUND 47 95 50 192 23 114 30 167 - WESTBOUND 8 36 29 73 7 26 41 74 HOUR SUMMARY - HOUR NB SB NB+SB EB WB EB+WB TOTAL - - AM - 11-12 66 162 228 129 72 201 429 - PM - ^, 12- 1 58 199 257 164 57 221 478 4- 5 46 134 180 156 63 219 399 5- 6 24 184 208 103 56 159 367 6- 7 19 67 86 57 34 91 177 .- 7- 8 9 61 70 36 20 56 126 TOTAL 222 807 1029 645 302 947 1976 11. 2% 40 . 8% 52 . 1% 32 . 6% 15 . 3% 47 . 9% 100 . 0% - OFF PEAK VOLUMES - 15-MIN 24 60 61 25 HOUR 68 199 164 73 - PHF 0. 71 0 . 83 0. 67 0 . 73 - PM PEAK VOLUMES - - 15-MIN 16 64 44 29 HOUR 46 184 156 74 PHF 0 . 72 0 . 72 0. 89 0. 64 - 30 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & MEDICAL DRIVE (4) DATE : SEPTEMBER 12 , 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 19 0 19 42 2 44 3 0 3 64 2 66 - PM 12- 1 26 0 26 29 0 29 3 0 3 58 0 58 4- 5 18 0 18 28 0 28 0 0 0 46 0 46 5- 6 9 0 9 13 0 13 2 0 2 24 0 24 - 6- 7 10 0 10 8 0 8 1 0 1 19 0 19 7- 8 5 0 5 4 0 4 0 0 0 9 0 9 PASSENGER 87 124 9 220 - 100. 0% 98 . 4% 100. 0% 99 . 1% TRUCK 0 2 0 2 - 0. 0% 1. 6% 0. 0% 0. 9% BOTH 87 126 9 222 39 . 2% 56. 8% 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 AM - 11-12 39 2 41 46 0 46 41 1 42 126 3 129 PM 12- 1 42 3 45 65 2 67 50 2 52 157 7 164 4- 5 54 2 56 67 2 69 31 0 31 152 4 156 5- 6 34 0 34 48 4 52 15 2 17 97 6 103 6- 7 12 0 12 34 0 34 11 0 11 57 0 57 7- 8 6 0 6 21 0 21 9 0 9 36 0 36 - PASSENGER 187 281 157 625 96. 4% 97 . 2% 96. 9% 96. 9% - TRUCK 7 8 5 20 3 . 6% 2 . 8% 3 . 1% 3 . 1% BOTH 194 289 162 645 - 30. 1% 44 . 8% 25 . 1% 100. 0% 31 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & MEDICAL DRIVE (4) DATE : SEPTEMBER 12 , 1996 - DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL - PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 33 1 34 85 7 92 34 2 36 152 10 162 PM H 12- 1 35 1 36 99 8 107 56 0 56 190 9 199 4- 5 21 1 22 82 6 88 22 2 24 125 9 134 5- 6 26 1 27 124 0 124 32 1 33 182 2 184 6- 7 17 0 17 39 0 39 11 0 11 67 0 67 7- 8 10 0 10 39 1 40 11 0 11 60 1 61 "I PASSENGER 142 468 166 776 97 . 3% 95. 5% 97 . 1% 96 . 2% TRUCK 4 22 5 31 "' 2 . 7% 4 . 5% 2 . 9% 3 . 8% BOTH 146 490 171 807 18 . 1% 60. 7% 21. 2% 100. 0% DIRECTION OF TRAVEL : WESTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 10 0 10 35 1 36 26 0 26 71 1 72 PM 12- 1 8 1 9 20 0 20 26 2 28 54 3 57 M 4- 5 12 0 12 19 0 19 32 0 32 63 0 63 5- 6 4 0 4 22 0 22 29 1 30 55 1 56 6- 7 0 0 0 17 0 17 16 1 17 33 1 34 7- 8 1 0 1 13 0 13 6 0 6 20 0 20 - PASSENGER 35 126 135 296 97 . 2% 99 . 2% 97 . 1% 98 . 0% - TRUCK 1 1 4 6 2 . 8% 0. 8% 2 . 9% 2 . 0% BOTH 36 127 139 302 1/11 11. 9% 42 . 1% 46 . 0% 100. 0% 32 HCS: Unsignalized Intersections Release 2 . 1c LC4NS1.HCO Page 1 A & F ENGINEERING CO. , INC. -" 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4) Analyst KAS Date of Analysis 9/18/96 - Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound - L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 50 61 51 8 36 29 24 40 4 47 95 50 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Volume Summary and Capacity Analysis WorkSheet - EB WB NB SB LT Flow Rate 53 8 25 49 - RT Flow Rate 54 31 4 53 Approach Flow Rate 171 77 71 202 Proportion LT 0. 31 0. 10 0 . 35 0. 24 Proportion RT 0 . 32 0. 40 0. 06 0. 26 I Opposing Approach Flow Rate 77 171 202 71 Conflicting Approaches Flow Rate 273 273 248 248 Proportion, Subject Approach Flow Rate 0. 33 0. 15 0 . 14 0. 39 Proportion, Opposing Approach Flow Rate 0 . 15 0. 33 0 . 39 0. 14 I Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 8 53 49 25 RT, Opposing Approach 31 54 53 4 r LT, Conflicting Approaches 74 74 61 61 RT, Conflicting Approaches 57 57 85 85 Proportion LT, Opposing Approach 0 . 10 0 . 31 0 . 24 0 . 35 I Proportion RT, Opposing Approach 0 . 40 0 . 32 0 . 26 0. 06 Proportion LT, Conflicting Approaches 0 . 27 0 . 27 0 . 25 0. 25 Proportion RT, Conflicting Approaches 0 . 21 0 . 21 0 . 34 0. 34 Approach Capacity 562 429 516 518 I Intersection Performance Summary r Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS rEB 171 562 0. 30 3 . 2 A WB 77 429 0. 18 2 . 0 A NB 71 516 0. 14 1. 7 A SB 202 518 0. 39 4 . 4 A rIntersection Delay = 3 . 3 Level of Service (Intersection) = A 0- 33 HCS: Unsignalized Intersections Release 2 . 1c LC4NS2 .HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 - Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4) Analyst KAS Date of Analysis 9/18/96 -- Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound - L T R L T R L T R L T R ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 53 65 54 8 39 31 27 42 4 49 98 53 PHF . 95 . 95 . 95 . 95 . 95 . : 5 . 95 . 95 . 95 . 95 . 95 . 95 Volume Summary and Capacity Analysis WorkSheet - EB WB NB SB LT Flow Rate 56 8 28 52 - RT Flow Rate 57 33 4 56 Approach Flow Rate 181 82 76 211 Proportion LT 0. 31 0 . 10 0. 37 0. 25 Proportion RT 0. 31 0 . 40 0 . 05 0 . 27 '- Opposing Approach Flow Rate 82 181 211 76 Conflicting Approaches Flow Rate 287 287 263 263 Proportion, Subject Approach Flow Rate 0 . 33 0 . 15 0 . 14 0 . 38 Proportion, Opposing Approach Flow Rate 0 . 15 0 . 33 0. 38 0. 14 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 8 56 52 28 _ RT, Opposing Approach 33 57 56 4 LT, Conflicting Approaches 80 80 64 64 RT, Conflicting Approaches 60 60 90 90 Proportion LT, Opposing Approach 0 . 10 0 . 31 0 . 25 0. 37 - Proportion RT, Opposing Approach 0. 40 0 . 31 0 . 27 0. 05 Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 .24 0. 24 Proportion RT, Conflicting Approaches 0 . 21 0 . 21 0 . 34 0 . 34 Approach Capacity 564 429 516 510 Intersection Performance Summary - Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS -. EB 181 564 0 . 32 3 . 4 A WB 82 429 0 . 19 2 . 1 A NB 76 516 0 . 15 1. 8 A SB 211 510 0.41 4 . 8 A Intersection Delay = 3 . 5 Level of Service (Intersection) = A 34 HCS: Unsignalized Intersections Release 2 . 1c LC4PMS1.HCO Page 1 _ A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4) Analyst KAS Date of Analysis 9/18/96 -- Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) All-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 - Volumes 46 66 22 7 26 41 15 23 2 23 114 30 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Volume Summary and Capacity Analysis WorkSheet EB WB NB SB LT Flow Rate 48 7 16 24 - RT Flow Rate 23 43 2 32 Approach Flow Rate 140 77 42 176 Proportion LT 0. 34 0 . 09 0 . 38 0. 14 - Proportion RT 0 . 16 0. 56 0. 05 0. 18 Opposing Approach Flow Rate 77 140 176 42 Conflicting Approaches Flow Rate 218 218 217 217 Proportion, Subject Approach Flow Rate 0 . 32 0. 18 0 . 10 0. 40 - Proportion, Opposing Approach Flow Rate 0. 18 0 . 32 0. 40 0. 10 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 7 48 24 16 -- RT, Opposing Approach 43 23 32 2 LT, Conflicting Approaches 40 40 55 55 RT, Conflicting Approaches 34 34 66 66 Proportion LT, Opposing Approach 0 . 09 0. 34 0 . 14 0. 38 - Proportion RT, Opposing Approach 0 . 56 0 . 16 0 . 18 0. 05 Proportion LT, Conflicting Approaches 0. 18 0. 18 0. 25 0. 25 Proportion RT, Conflicting Approaches 0 . 16 0 . 16 0 . 30 0. 30 - Approach Capacity 622 424 490 483 Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS - EB 140 622 0. 23 2 . 4 A WB 77 424 0. 18 2 . 0 A NB 42 490 0. 09 1. 4 A SB 176 483 0. 36 4 . 0 A Intersection Delay = 2 . 9 Level of Service (Intersection) = A 35 HCS: Unsignalized Intersections Release 2 . 1c LC4PMS2 .HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4) Analyst KAS Date of Analysis 9/18/96 - Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2) All-way Stop-controlled Intersection _ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 49 70 25 7 30 43 18 26 2 25 117 33 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Volume Summary and Capacity Analysis WorkSheet EB WB NB SB LT Flow Rate 52 7 19 26 - RT Flow Rate 26 45 2 35 Approach Flow Rate 152 84 48 184 Proportion LT 0 . 34 0 . 08 0 . 40 0 . 14 Proportion RT 0 . 17 0 . 54 0 . 04 0 . 19 - Opposing Approach Flow Rate 84 152 184 48 Conflicting Approaches Flow Rate 232 232 236 236 Proportion, Subject Approach Flow Rate 0 . 32 0 . 18 0. 10 0 . 39 Proportion, Opposing Approach Flow Rate 0. 18 0 . 32 0 . 39 0 . 10 - Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 7 52 26 19 RT, Opposing Approach 45 26 35 2 LT, Conflicting Approaches 45 45 59 59 RT, Conflicting Approaches 37 37 71 71 Proportion LT, Opposing Approach 0 . 08 0. 34 0 . 14 0 . 40 - Proportion RT, Opposing Approach 0 . 54 0. 17 0 . 19 0 . 04 Proportion LT, Conflicting Approaches 0. 19 0. 19 0. 25 0 . 25 Proportion RT, Conflicting Approaches 0 . 16 0. 16 0 . 30 0 . 30 Approach Capacity 622 428 489 470 - Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS -- EB 152 622 0. 24 2 . 5 A WB 84 428 0 . 20 2 . 1 A NB 48 489 0. 10 1 . 5 A SB 184 470 0. 39 4 . 4 A Intersection Delay = 3 . 1 Level of Service (Intersection) = A 36 AAA WAY NORTH LOOP ROAD A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & NORTH LOOP ROAD (5) DATE : SEPTEMBER 13 , 1996 PEAK HOUR DATA 1 I 1 1 - AM PEAK OFF PEAK PM PEAK HR BEGIN 12:00 AM HR BEGIN 4:30 PM L T R TOT L T R TOT L T R TOT - NORTHBOUND 5 206 5 216 3 234 6 243 EASTBOUND 9 2 3 14 20 1 2 23 SOUTHBOUND 121 248 5 374 72 182 13 267 WESTBOUND 28 3 196 227 17 1 165 183 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 11-12 196 285 481 25 121 146 627 - PM - 12- 1 216 374 590 14 227 241 831 - 4- 5 214 256 470 28 165 193 663 5- 6 223 245 468 14 176 190 658 6- 7 113 138 251 2 106 108 359 - 7- 8 81 112 193 1 70 71 264 TOTAL 1043 1410 2453 84 865 949 3402 30 . 7% 41. 4% 72 . 1% 2 . 5% 25 . 4% 27 . 9% 100. 0% - OFF PEAK VOLUMES - 15-MIN 66 115 7 75 HOUR 237 374 25 227 - PHF 0 . 90 0. 81 0 . 89 0 . 76 - PM PEAK VOLUMES - 15-MIN 66 76 10 55 - HOUR 243 274 28 183 PHF 0. 92 0. 90 0 . 70 0 . 83 38 - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & NORTH LOOP ROAD (5) DATE : SEPTEMBER 13 , 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH - AM 11-12 7 1 8 169 10 179 9 0 9 185 11 196 - PM 12- 1 5 0 5 196 10 206 5 0 5 206 10 216 4- 5 3 1 4 199 3 202 8 0 8 210 4 214 5- 6 1 0 1 218 2 220 2 0 2 221 2 223 - 6- 7 0 0 0 109 0 109 3 1 4 112 1 113 7- 8 0 0 0 80 0 80 1 0 1 81 0 81 PASSENGER 16 971 28 1015 - 88 . 9% 97 . 5% 96. 6% 97 . 3% TRUCK 2 25 1 28 11. 1% 2 . 5% 3 . 4% 2 . 7% - BOTH 18 996 29 1043 1. 7% 95. 5% 2 . 8% 100 . 0% DIRECTION OF TRAVEL : EASTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 15 2 17 2 0 2 5 1 6 22 3 25 PM 12- 1 9 0 9 2 0 2 3 0 3 14 0 14 4- 5 24 3 27 0 0 0 1 0 1 25 3 28 5- 6 8 0 8 1 0 1 5 0 5 14 0 14 6- 7 1 0 1 0 0 0 1 0 1 2 0 2 7- 8 0 0 0 0 0 0 1 0 1 1 0 1 - PASSENGER 57 5 16 78 91. 9% 100 . 0% 94 . 1% 92 . 9% - TRUCK 5 0 1 6 8 . 1% 0. 0% 5. 9% 7 . 1% - BOTH 62 5 17 84 73 . 8% 6. 0% 20. 2% 100 . 0% _. 3 9 "- A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : AAA DRIVE & NORTH LOOP ROAD (5) DATE : SEPTEMBER 13 , 1996 - DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL - PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 58 4 62 198 7 205 16 2 18 272 13 285 "" PM 12- 1 120 1 121 242 6 248 5 0 5 367 7 374 4- 5 72 0 72 160 8 168 16 0 16 248 8 256 - 5- 6 60 2 62 166 5 171 3 9 12 229 16 245 6- 7 30 0 30 104 3 107 1 0 1 135 3 138 7- 8 48 0 48 63 1 64 0 0 0 111 1 112 - PASSENGER 388 933 41 1362 98 . 2% 96. 9% 78 . 8% 96. 6% TRUCK 7 30 11 48 -- 1. 8% 3 . 1% 21. 2% 3 . 4% BOTH 395 963 52 1410 28 . 0% 68 . 3% 3 . 7% 100 . 0% DIRECTION OF TRAVEL : WESTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH - AM 11-12 13 0 13 3 0 3 99 6 105 115 6 121 PM 12- 1 28 0 28 3 0 3 190 6 196 221 6 227 - 4- 5 19 2 21 1 0 1 140 3 143 160 5 165 5- 6 12 2 14 0 0 0 160 2 162 172 4 176 6- 7 5 1 6 0 0 0 100 0 100 105 1 106 7- 8 9 0 9 0 0 0 61 0 61 70 0 70 - PASSENGER 86 7 750 843 94 . 5% 100. 0% 97 . 8% 97 . 5% - TRUCK 5 0 17 22 5 . 5% 0. 0% 2 . 2% 2 . 5% - BOTH 91 7 767 865 10. 5% 0. 8% 88 . 7% 100. 0% 40 HCS: Unsignalized Intersections Release 2 . 1c LC5NS1.HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5) Major Street DirectionNS Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 5 206 5 121 248 5 9 2 3 28 3 196 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5. 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6. 50 3 . 40 41 HCS: Unsignalized Intersections Release 2 . 1c LC5NS1 .HCO Page 2 Worksheet for TWSC Intersection _ Step 1 : RT from Minor Street WB EB Conflicting Flows: (vph) 220 264 Potential Capacity: (pcph) 1071 1018 Movement Capacity: (pcph) 1071 1018 Prob. of Queue-Free State: 0. 79 1. 00 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 222 266 Potential Capacity: (pcph) 1344 1280 Movement Capacity: (pcph) 1344 1280 — Prob. of Queue-Free State: 0. 90 1. 00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. — of Queue-Free State: 0. 88 0. 99 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 618 618 Potential Capacity: (pcph) 517 517 Capacity Adjustment Factor — due to Impeding Movements 0. 87 0 . 87 Movement Capacity: (pcph) 451 451 Prob. of Queue-Free State: 0. 99 1. 00 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 618 720 Potential Capacity: (pcph) 464 405 — Major LT, Minor TH Impedance Factor: 0. 87 0 . 87 Adjusted Impedance Factor: 0. 90 0. 90 — Capacity Adjustment Factor due to Impeding Movements 0. 90 0 . 71 Movement Capacity: (pcph) 416 286 42 HCS: Unsignalized Intersections Release 2 . 1c LC5NS1.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) EB L 10 286 > EB T 2 451 > 354 10. 6 0 . 0 C 10. 6 EB R 3 1018 > WB L 32 416 > WB T 3 451 > 887 5. 8 1. 4 B 5. 8 WB R 227 1071 > NB L 6 1280 2 . 8 0. 0 A 0. 1 SB L 140 1344 3 . 0 0. 3 A 1. 0 Intersection Delay = 2 . 2 sec/veh I t I I 1 I 43 I HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5) Major Street DirectionNS _. Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 5 212 5 125 257 5 9 2 3 28 3 201 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC ' s (%) SU/RV' s (%) CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1 . 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 . 40 44 HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB — Conflicting Flows: (vph) 226 274 Potential Capacity: (pcph) 1064 1006 Movement Capacity: (pcph) 1064 1006 Prob. of Queue-Free State: 0. 78 1. 00 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 228 276 Potential Capacity: (pcph) 1335 1266 _ Movement Capacity: (pcph) 1335 1266 Prob. of Queue-Free State: 0. 89 1. 00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. — of Queue-Free State: 0. 87 0. 99 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 638 638 Potential Capacity: (pcph) 505 505 Capacity Adjustment Factor due to Impeding Movements 0. 87 0. 87 Movement Capacity: (pcph) 437 437 Prob. of Queue-Free State: 0. 99 1. 00 "- Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 638 744 Potential Capacity: (pcph) 452 393 — Major LT, Minor TH Impedance Factor: 0 . 86 0. 86 Adjusted Impedance Factor: 0. 89 0 . 89 — Capacity Adjustment Factor due to Impeding Movements 0. 89 0 . 70 Movement Capacity: (pcph) 403 274 45 HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO 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) EB L 10 274 > EB T 2 437 > 340 11. 1 0 . 0 C 11. 1 EB R 3 1006 > WB L 32 403 > WB T 3 437 > 878 5. 9 1. 5 B 5. 9 WB R 233 1064 > NB L 6 1266 2 . 9 0. 0 A 0 . 1 SB L 145 1335 3 . 0 0 . 3 A 1. 0 Intersection Delay = 2 . 2 sec/veh 46 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HC0 Page 1 A & F ENGINEERING CO. , INC. r 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 IStreets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5) Major Street DirectionNS II Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) r+ Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 3 234 6 72 182 13 20 1 2 17 1 165 I PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) ., SU/RV' s (%) CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors PI 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 1 I 1 _ 47 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 249 199 Potential Capacity: (pcph) 1036 1098 — Movement Capacity: (pcph) 1036 1098 Prob. of Queue-Free State: 0. 82 1. 00 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 252 206 Potential Capacity: (pcph) 1300 1367 Movement Capacity: (pcph) 1300 1367 Prob. of Queue-Free State: 0. 94 1. 00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 — Major LT Shared Lane Prob. of Queue-Free State: 0. 93 1. 00 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 534 530 Potential Capacity: (pcph) 572 575 Capacity Adjustment Factor — due to Impeding Movements 0. 92 0. 92 Movement Capacity: (pcph) 529 531 Prob. of Queue-Free State: 1. 00 1. 00 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 528 614 — Potential Capacity: (pcph) 524 467 Major LT, Minor TH Impedance Factor: 0.92 0 . 92 Adjusted Impedance Factor: 0. 94 0. 94 — Capacity Adjustment Factor due to Impeding Movements 0. 94 0. 77 Movement Capacity: (pcph) 492 358 .- 48 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HCO 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) EB L 23 358 > EB T 1 531 > 383 10. 1 0. 1 C 10. 1 EB R 2 1098 > WB L 20 492 > WB T 1 529 > 934 5. 0 1. 0 A 5 . 0 — WB R 191 1036 > NB L 3 1367 2 . 6 0. 0 A 0. 0 SB L 84 1300 3 . 0 0. 1 A 0. 8 — Intersection Delay = 1. 9 sec/veh 49 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HC0 Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5) Major Street DirectionNS — Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2) — Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N _ Volumes 3 241 6 76 191 13 20 1 2 17 1 172 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) -- SU/RV' s (%) CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 — Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5. 00 2 . 10 Right Turn Minor Road 5. 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 — Left Turn Minor Road 6. 50 3 . 40 50 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 257 208 Potential Capacity: (pcph) 1026 1086 _ Movement Capacity: (pcph) 1026 1086 Prob. of Queue-Free State: 0. 81 1. 00 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 260 215 Potential Capacity: (pcph) 1289 1354 Movement Capacity: (pcph) 1289 1354 - Prob. of Queue-Free State: 0.93 1. 00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. — of Queue-Free State: 0 . 92 1. 00 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 555 551 Potential Capacity: (pcph) 558 561 Capacity Adjustment Factor — due to Impeding Movements 0. 92 0. 92 Movement Capacity: (pcph) 513 516 Prob. of Queue-Free State: 1. 00 1. 00 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 550 639 Potential Capacity: (pcph) 509 452 — Major LT, Minor TH Impedance Factor: 0. 92 0. 92 Adjusted Impedance Factor: 0. 94 0. 94 Capacity Adjustment Factor due to Impeding Movements 0. 94 0. 76 Movement Capacity: (pcph) 476 341 51 HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HCO 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) EB L 23 341 > EB T 1 516 > 365 10. 6 0. 1 C 10. 6 EB R 2 1086 > — WB L 20 476 > WB T 1 513 > 925 5. 1 1. 1 B 5. 1 _ WB R 199 1026 > NB L 3 1354 2 . 7 0. 0 A 0. 0 SB L 88 1289 3 . 0 0. 1 A 0. 8 Intersection Delay = 2 . 0 sec/veh 52 KEYSTONE WAY LOOP ROAD A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : KEYSTONE WAY & LOOP ROAD (6) DATE : SEPTEMBER 10, 1996 PEAK HOUR DATA - 1 i 1 I AM PEAK OFF PEAK PM PEAK HR BEGIN 12:00 AM HR BEGIN 5:00 PM L T R TOT L T R TOT L T R TOT NORTHBOUND 9 157 7 173 5 138 2 145 EASTBOUND 28 13 5 46 13 6 6 25 SOUTHBOUND 40 156 45 241 29 105 24 158 - WESTBOUND 6 15 53 74 8 20 22 50 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - - AM - 11-12 112 240 352 34 45 79 431 - PM - - 12- 1 173 241 414 46 74 120 534 4- 5 138 165 303 19 33 52 355 5- 6 145 158 303 25 50 75 378 6- 7 126 133 259 11 40 51 310 -" 7- 8 112 138 250 13 43 56 306 TOTAL 806 1075 1881 148 285 433 2314 34 . 8% 46. 5% 81. 3% 6. 4% 12 . 3% 18 . 7% 100. 0% - - OFF PEAK VOLUMES - 15-MIN 53 79 15 20 - HOUR 173 247 51 74 PHF 0. 82 0. 78 0.85 0 . 93 - PM PEAK VOLUMES - -- 15-MIN 47 48 13 15 HOUR 149 165 28 50 PHF 0.79 0. 86 0. 54 0. 83 54 7 - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : KEYSTONE WAY & LOOP ROAD (6) DATE : SEPTEMBER 10, 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 3 0 3 104 2 106 2 1 3 109 3 112 - PM 12- 1 9 0 9 150 7 157 6 1 7 165 8 173 4- 5 2 0 2 130 6 136 0 0 0 132 6 138 5- 6 2 3 5 130 8 138 2 0 2 134 11 145 - 6- 7 0 0 0 123 0 123 3 0 3 126 0 126 7- 8 0 0 0 111 0 111 1 0 1 112 0 112 PASSENGER 16 748 14 778 84 .2% 97 . 0% 87 . 5% 96. 5% TRUCK 3 23 2 28 15. 8% 3 . 0% 12 . 5% 3 . 5% - BOTH 19 771 16 806 2 . 4% 95. 7% 2 . 0% 100. 0% r" DIRECTION OF TRAVEL : EASTBOUND F HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM r 11-12 20 0 20 10 0 10 4 0 4 34 0 34 PM 12- 1 27 1 28 13 0 13 5 0 5 45 1 46 - 4- 5 10 0 10 5 0 5 4 0 4 19 0 19 5- 6 13 0 13 6 0 6 6 0 6 25 0 25 6- 7 6 0 6 3 0 3 2 0 2 11 0 11 7- 8 10 0 10 0 0 0 3 0 3 13 0 13 - PASSENGER 86 37 24 147 98 . 9% 100. 0% 100. 0% 99 . 3% - TRUCK 1 0 0 1 1. 1% 0. 0% 0. 0% 0. 7% BOTH 87 37 24 148 58 . 8% 25. 0% 16 . 2% 100. 0% r 55 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : KEYSTONE WAY & LOOP ROAD (6) DATE : SEPTEMBER 10, 1996 DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM _ 11-12 58 0 58 147 1 148 33 1 34 238 2 240 PM 12- 1 40 0 40 150 6 156 44 1 45 234 7 241 4- 5 22 0 22 120 4 124 19 0 19 161 4 165 - 5- 6 29 0 29 103 2 105 24 0 24 156 2 158 6- 7 35 0 35 89 0 89 9 0 9 133 0 133 7- 8 24 0 24 95 0 95 19 0 19 138 0 138 - PASSENGER 208 704 148 1060 100 . 0% 98 .2% 98 . 7% 98 . 6% TRUCK 0 13 2 15 - 0 . 0% 1.8% 1. 3% 1. 4% BOTH 208 717 150 1075 19 . 3% 66.7% 14 . 0% 100 . 0% - DIRECTION OF TRAVEL : WESTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 8 0 8 10 1 11 25 1 26 43 2 45 PM - 12- 1 6 0 6 15 0 15 47 6 53 68 6 74 4- 5 3 0 3 13 0 13 17 0 17 33 0 33 5- 6 8 0 8 20 0 20 22 0 22 50 0 50 6- 7 1 0 1 8 0 8 31 0 31 40 0 40 - 7- 8 3 0 3 8 0 8 31 1 32 42 1 43 PASSENGER 29 74 173 276 100. 0% 98. 7% 95 . 6% 96. 8% TRUCK 0 1 8 9 0. 0% 1. 3% 4 . 4% 3 . 2% BOTH 29 75 181 285 10. 2% 26. 3% 63 . 5% 100 . 0% 56 i HCS: Unsignalized Intersections Release 2 . 1c LC6NS1.HCO Page 1 A & F ENGINEERING CO. , INC. - 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 - Streets: (N-S) KEYSTONE WAYS (E-W) LOOP ROAD (6) Analyst Date of Analysis 9/18/96 - Other Information NOON EXTG TRAF VOLS & EXTG COND (SCENT) All-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- - No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 9. 95 195 . 95 . 95 15657 7 40 PF .95 .95 . 95 . 95 .95 . 95 .95 . 95 Volume Summary and Capacity Analysis WorkSheet NB SB EB WB w LT Flow Rate g 42 29 69 47 5 56 11 RT Flow Rate 181 253 48 78 Approach Flow Rate 0 . 05 0. 17 0. 60 0. 08 Proportion LT 0 . 04 0 . 19 0 . 10 0.72 111 Proportion RT 181 78 48 Opposing Approach Flow Rate 126 126 434 434 Conflicting Approaches Flow Rate 253 Proportion, Subject Approach Flow Rate 0 . 32 0 . 45 0 . 09 0. 14 Proportion, Opposing Approach Flow Rate 0. 45 0 . 32 0 . 14 0 . 09 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 42 9 6 21 LT, Opposing Approach 56 9 RT, Opposing Approach 47 35 3 7 51 515 LT, Conflicting Approaches 4 RT, Conflicting Approaches 61 61 54 5roach 0 . 17 0 . 05 0 . 08 0 . 604 Proportion LT, Opposing App -- Proportion RT, Opposing Approach 0. 19 0. 04 0.72 0. 10 Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 12 0 . 12 Proportion RT, Conflicting Approaches 0. 48 0848 0412 0 . 11 12 Approach Capacity - Intersection Performance Summary I Approach Approach V/C Average ---- Movement Flow Rate Capacity Ratio Total Delay LOS II NB 181 789 0. 23 2 . 4 A SB EB 833 406 0. 30 0. 12 3 . 2 A SB 253 48 1. 6 A WB 78 141 0. 55 8 . 2 B I Intersection Delay = 3 . 5 Level of Service (Intersection) = A II 57 II I HCS: Unsignalized Intersections Release 2 . 1c LC6NS2 .HCO Page 1 - A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6) Analyst KAS Date of Analysis 9/18/96 - Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2) All-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound - L T R L T R L T R L T R ---- ---- ---- ---- - --- ---- ---- ---- -- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 9 160 7 41 160 46 28 13 5 6 15 54 . 95 PHF . 95 . 95 . 95 . 95 . 95 .95 . 95 .95 .95 . 95 . 95 Volume Summary and Capacity Analysis WorkSheet NB SB EB WB LT Flow Rate 9 43 29 6 - RT Flow Rate 7 48 5 57 184 248 48 79 Approach Flow Rate 0. 05 0 59 0 . 60 0. 79 Proportion LT 0. 04 0 . 19 0 . 10 0. 72 Proportion RT 259 184 79 48 Opposing Approach Flow Rate 259 127 443 443 Conflicting Approaches Flow Rate Proportion, Subject Approach Flow Rate 0. 32 0 . 45 0 . 08 0. 14 - Proportion, Opposing Approach Flow Rate 0.45 0 . 32 00 . 14 0. 08 Lanes on Subject Approach 1 1 1 1 1 1 Lanes on Opposing Approach 43 9 6 21 LT, Opposing Approach 48 7 57 9 - RT, Opposing Approach 35 35 57 55 LT, Conflicting Approaches RT, Conflicting Approaches 62 62 55 55 Proportion LT, Opposing Approach 0. 17 0. 05 0. 08 0. 60 - Proportion RT, Opposing Approach 0. 19 0 . 04 0 .72 0. 10 Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 12 0. 12 Proportion RT, Conflicting Approaches 0. 49 0 .849 07412. 12 0 . 12 12 Approach Capacity Intersection Performance Summary I Approach Approach V/C Average ---- Movement Flow Rate Capacity Ratio Total Delay LOS I 184 259 792 837 0. 23 0. 31 2 . 4 A NB 3 . 2 A SB A EB 48 405 0. 12 1. 6 WB 79 139 0 . 57 8 . 7 B I Intersection Delay = 3 . 6 Level of Service (Intersection) = A U 58 HCS: Unsignalized Intersections Release 2 . 1c LC6PMS1.HCO Page 1 A & F ENGINEERING CO. , INC. - 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6) Analyst KAS Date of Analysis 9/18/96 - Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) All-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- - --- ---- ---- --- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes . 95 138 2 29 105 24 13 6 6 8 20 22 PHF . 95 . 95 . 95 .95 . 95 . 95 . 95 .95 . 95 .95 . 95 Volume Summary and Capacity Analysis WorkSheet - NB SB EB WB LT Flow Rate 5 31 14 8 25 6 23 - RT Flow Rate 2 152 1 5 26 53 Approach Flow Rate Proportion LT 0. 03 0 . 19 0 .54 0. 15 Proportion RT 0. 01 0. 15 0 .23 0. 44 - Opposing Approach Flow Rate 167 152 52 26 Conflicting Approaches Flow Rate 78 78 319 319 Proportion, Subject Approach Flow Rate 0 . 38 0. 42 0 . 07 0. 13 Proportion, Opposing Approach Flow Rate 0 . 42 0. 38 0 . 13 0. 07 ' -Lanes on Subject Approach 1 1 1 1 1 1 Lanes on Opposing Approach 31 5 8 14 LT, Opposing Approach - RT, Opposing Approach 21 2 234 22 22 36 36 LT, Conflicting Approaches RT, Conflicting Approaches 29 29 27 27 Proportion LT, Opposing Approach 0. 19 0. 03 0. 15 0 . 54 II Proportion RT, Opposing Approach 0. 15 0. 01 0. 44 0 . 23 Proportion LT, Conflicting Approaches 0 . 28 0. 28 0. 11 0 . 11 Proportion RT, Conflicting Approaches 0 . 37 0808 0208 0. 08 App153 779 Approach Capacity IIIntersection Performance Summary Approach Approach V/C Average ---- Movement Flow Rate Capacity Ratio Total Delay LOS - 152 779 0. 20 2 . 1 A NB 2 . 2 A EB SB 126 808 0. 21 141 291 0. 09 1. 4 A WB 52 153 0. 34 3 . 6 A Intersection Delay = 2 . 3 NIII II: Level of Service (Intersection) = A 59 HCS: Unsignalized Intersections Release 2 . 1c LC6PMS2 .HCO Page 1 - A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6) Analyst KAS Date of Analysis 9/18/96 - Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2) All-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound - L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 5 142 2 30 109 25 14 7 7 8 20 23 PHF . 95 . 95 . 95 .95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 .95 Volume Summary and Capacity Analysis WorkSheet NB SB EB WB LT Flow Rate 5 32 15 8 - RT Flow Rate 2 26 7 24 Approach Flow Rate 156 173 29 53 Proportion LT 0. 03 0 . 18 0. 52 0. 15 Proportion RT 0. 01 0 . 15 0 . 24 0.45 Opposing Approach Flow Rate 173 156 53 29 Conflicting Approaches Flow Rate 82 82 329 329 Proportion, Subject Approach Flow Rate 0. 38 0 . 42 0. 07 0. 13 Proportion, Opposing Approach Flow Rate 0. 42 0 . 38 0. 13 0. 07 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 32 5 8 15 - RT, Opposing Approach 26 2 24 7 LT, Conflicting Approaches 23 23 37 37 RT, Conflicting Approaches 31 31 28 28 Proportion LT, Opposing Approach 0 . 18 0. 03 0. 15 0.52 - Proportion RT, Opposing Approach 0. 15 0 . 01 0. 45 0 . 24 Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 11 0. 11 Proportion RT, Conflicting Approaches 0. 38 0 . 38 0. 09 0. 09 Approach Capacity 778 809 298 163 - Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS - NB 156 778 0 .20 2 . 1 A SB 173 809 0.21 2 . 3 A EB 29 298 0. 10 1. 4 A WB 53 163 0. 33 3 . 4 A Intersection Delay = 2 . 3 Level of Service (Intersection) = A 60 A A A A MERCHANTS SQUARE EAST DRIVE A & A LOOP ROAD A 1 A A 1 A A A ' R , A - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7) DATE : SEPTEMBER 12 , 1996 PEAK HOUR DATA i AM PEAK OFF PEAK PM PEAK HR BEGIN 11:45 AM HR BEGIN 5:00 PM L T R TOT L T R TOT L T R TOT - NORTHBOUND 47 141 111 299 15 129 37 181 EASTBOUND 7 25 38 70 19 31 34 84 SOUTHBOUND 10 105 5 120 9 73 5 87 WESTBOUND 118 35 10 163 36 20 4 60 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL -. - AM - 11-12 235 85 320 72 88 160 480 - PM - - 12- 1 279 108 387 80 182 262 649 4- 5 195 85 280 45 49 94 374 5- 6 181 87 268 84 60 144 412 6- 7 226 114 340 52 103 155 495 - 7- 8 137 69 206 44 64 108 314 TOTAL 1253 548 1801 377 546 923 2724 46. 0% 20. 1% 66. 1% 13 . 8% 20. 0% 33 . 9% 100. 0% - OFF PEAK VOLUMES - 15-MIN 90 33 25 55 HOUR 299 120 80 182 - PHF 0. 83 0. 91 0. 80 0. 83 - PM PEAK VOLUMES - 15-MIN 59 25 35 22 HOUR 199 94 84 60 PHF 0. 84 0. 94 0 . 60 0. 68 62 - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7) DATE : SEPTEMBER 12 , 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 42 3 45 112 8 120 67 3 70 221 14 235 - PM 12- 1 38 2 40 127 7 134 100 5 105 265 14 279 4- 5 21 1 22 131 1 132 39 2 41 191 4 195 5- 6 14 1 15 128 1 129 37 0 37 179 2 181 - 6- 7 38 1 39 110 2 112 75 0 75 223 3 226 7- 8 19 0 19 83 0 83 35 0 35 137 0 137 PASSENGER 172 691 353 1216 95. 6% 97 . 3% 97 . 2% 97 . 0% TRUCK 8 19 10 37 - 4 . 4% 2 . 7% 2 . 8% 3 . 0% BOTH 180 710 363 1253 14 . 4% 56. 7% 29 . 0% 100. 0% DIRECTION OF TRAVEL : EASTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH - AM 11-12 9 0 9 28 0 28 33 2 35 70 2 72 PM 12- 1 8 1 9 27 5 32 37 2 39 72 8 80 - 4- 5 7 0 7 12 0 12 25 1 26 44 1 45 5- 6 19 0 19 31 0 31 34 0 34 84 0 84 6- 7 7 0 7 17 0 17 28 0 28 52 0 52 7- 8 7 0 7 14 0 14 23 0 23 44 0 44 PASSENGER 57 129 180 366 98 . 3% 96. 3% 97 . 3% 97 . 1% - TRUCK 1 5 5 11 1.7% 3 .7% 2 . 7% 2 . 9% BOTH 58 134 185 377 - 15. 4% 35.5% 49 . 1% 100. 0% - 63 N A & F ENGINEERING CO. , INC. fA TRAFFIC VOLUME SUMMARY CLIENT THE CINDER COMPANY �l LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7) DATE : SEPTEMBER 12 , 1996 - DIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 13 0 13 67 2 69 3 0 3 83 2 85 PM 12- 1 9 0 9 94 2 96 3 0 3 106 2 108 4- 5 5 1 6 77 1 78 1 0 1 83 2 85 5- 6 9 0 9 72 1 73 5 0 5 86 1 87 7 6- 7 6 0 6 105 1 106 2 0 2 113 1 114 7- 8 11 0 11 57 0 57 1 0 1 69 0 69 - PASSENGER 53 472 15 540 98 . 1% 98 . 5% 100. 0% 98 . 5% TRUCK 1 7 0 8 1. 9% 1.5% 0. 0% 1. 5% ivii BOTH 54 479 15 548 9.9% 87 .4% 2 . 7% 100 . 0% DIRECTION OF TRAVEL : WESTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH - AM 11-12 42 10 52 24 2 26 9 1 10 75 13 88 PM 12- 1 127 7 134 30 2 32 15 1 16 172 10 182 PI 4- 5 29 0 29 10 1 11 9 0 9 48 1 49 5- 6 36 0 36 20 0 20 4 0 4 60 0 60 6- 7 75 0 75 21 0 21 7 0 7 103 0 103 7- 8 48 1 49 11 0 11 4 0 4 63 1 64 PASSENGER 357 116 48 521 95.2% 95. 9% 96. 0% 95. 4% TRUCK 18 5 2 25 4 . 8% 4 . 1% 4 . 0% 4 . 6% BOTH 375 121 50 546 68 . 7% 22 .2% 9 . 2% 100. 0% - 64 HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HC0 Page 1 A & F ENGINEERING CO. , INC. — 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 — Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7) Major Street DirectionNS Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound -L- T R L T R L T R L T R No. Lanes 0 > 1 1 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 47 141 111 10 105 5 7 25 38 118 35 10 — PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) — CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5. 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6. 50 3 . 40 — 65 HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows: (vph) 148 114 Potential Capacity: (pcph) 1165 1212 — Movement Capacity: (pcph) 1165 1212 Prob. of Queue-Free State: 0. 99 0.96 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 265 116 Potential Capacity: (pcph) 1282 1509 Movement Capacity: (pcph) 1282 1509 Prob. of Queue-Free State: 0.99 0. 96 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-Free State: 0. 99 0. 96 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 324 438 Potential Capacity: (pcph) 738 643 Capacity Adjustment Factor — due to Impeding Movements 0. 95 0. 95 Movement Capacity: (pcph) 702 612 Prob. of Queue-Free State: 0. 94 0 . 95 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 354 346 — Potential Capacity: (pcph) 660 668 Major LT, Minor TH Impedance Factor: 0. 91 0 . 90 Adjusted Impedance Factor: 0. 93 0. 92 — Capacity Adjustment Factor due to Impeding Movements 0.89 0. 91 Movement Capacity: (pcph) 590 608 66 HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HCO 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) EB L 8 608 > EB T 29 612 > 836 4 .8 0. 3 A 4 . 8 EB R 44 1212 > WB L 136 590 > WB T 41 702 > 632 8. 1 1. 5 B 8 . 1 _ WB R 12 1165 > NB L 54 1509 2 . 5 0. 0 A 0.4 SB L 12 1282 2 .8 0. 0 A 0. 2 — Intersection Delay = 2 . 8 sec/veh — 67 HCS: Unsignalized Intersections Release 2 . 1c LC7NS2 .HCO Page 1 — A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7) Major Street DirectionNS Length of Time Analyzed60 (min) -- Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG+PROP TRAF VOL&PROP COND(SC2) Two-way Stop-controlled Intersection — Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 1 0 1 0 0 0 0 1 < 0 0 > 1 0 Stop/Yield N N Volumes 72 167 32 38 122 45 PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE ' s 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) — Left Turn Major Road 5. 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 68 HCS: Unsignalized Intersections Release 2 . 1c LC7NS2 .HCO Page 2 Worksheet for TWSC Intersection _ Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 0 Potential Capacity: (pcph) 1385 Movement Capacity: (pcph) 1385 Prob. of Queue-Free State: 0 . 97 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 0 Potential Capacity: (pcph) 1714 _ Movement Capacity: (pcph) 1714 Prob. of Queue-Free State: 0 . 95 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 76 252 Potential Capacity: (pcph) 985 777 Capacity Adjustment Factor — due to Impeding Movements 0. 95 0 . 95 Movement Capacity: (pcph) 937 739 Prob. of Queue-Free State: 0. 94 0. 95 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 113 Potential Capacity: (pcph) 897 — Major LT, Minor TH Impedance Factor: 0. 90 Adjusted Impedance Factor: 0. 93 — Capacity Adjustment Factor due to Impeding Movements 0. 90 Movement Capacity: (pcph) 804 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) — EB T 37 739 > 4 . 0 EB R 44 1385 > 990 4 . 0 0 . 2 A — WB L 141 804 > 836 5. 6 1. 0 B WB T 52 937 > 5. 6 NB L 84 1714 2 . 2 0. 0 A 0 . 7 — Intersection Delay = 2 . 9 sec/veh 69 HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.HC0 — A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7) Major Street DirectionNS Length of Time Analyzed60 (min) Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound -L-- T R L T R L T R L T R ---- ---- ---- ---- No. Lanes 0 > 1 1 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N Volumes 15 129 37 9 73 5 19 31 34 36 20 4 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC's (%) 0 SU/RV' s (%) — CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) — Left Turn Major Road 5. 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6. 50 3 . 40 - 70 HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.HC0 Page 2 Worksheet for TWSC Intersection — Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 136 80 Potential Capacity: (pcph) 1181 1261 — Movement Capacity: (pcph) 1181 1261 Prob. of Queue-Free State: 1. 00 0. 97 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 175 82 Potential Capacity: (pcph) 1415 1567 Movement Capacity: (pcph) 1415 1567 Prob. of Queue-Free State: 0.99 0. 99 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 — Major LT Shared Lane Prob. of Queue-Free State: 0. 99 0.99 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 243 280 Potential Capacity: (pcph) 813 778 Capacity Adjustment Factor — due to Impeding Movements 0.98 0. 98 Movement Capacity: (pcph) 797 763 Prob. of Queue-Free State: 0. 97 0. 95 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 274 252 — Potential Capacity: (pcph) 735 757 Major LT, Minor TH Impedance Factor: 0. 93 0. 95 Adjusted Impedance Factor: 0. 95 0. 96 — Capacity Adjustment Factor due to Impeding Movements 0.92 0. 96 Movement Capacity: (pcph) 676 727 71 HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.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) EB L 22 727 > EB T 36 763 > 898 4 . 5 0. 3 A 4 . 5 EB R 40 1261 > WB L 42 676 > WB T 23 797 > 731 5. 4 0. 3 B 5. 4 WB R 4 1181 > NB L 18 1567 2 . 3 0. 0 A 0. 2 SB L 10 1415 2 . 6 0. 0 A 0. 3 Intersection Delay = 1. 8 sec/veh 72 HCS: Unsignalized Intersections Release 2 . 1c LC7PMS2 .HCO Page 1 — A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7) Major Street DirectionNS Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG+PROP TRAF VOL&PROP COND(SC2) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 1 0 1 0 0 0 0 1 < 0 0 > 1 0 Stop/Yield N N Volumes 62 145 50 25 81 24 — PHF . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 MC ' s (%) SU/RV' s (%) CV' s (%) PCE ' s 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) — Left Turn Major Road 5 . 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 — 73 HCS: Unsignalized Intersections Release 2 . 1c LC7PMS2 .HC0 Page 2 Worksheet for TWSC Intersection — Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 0 Potential Capacity: (pcph) 1385 — Movement Capacity: (pcph) 1385 Prob. of Queue-Free State: 0 . 98 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 0 Potential Capacity: (pcph) 1714 — Movement Capacity: (pcph) 1714 Prob. of Queue-Free State: 0. 96 Step 3 : TH from Minor Street WB EB Conflicting Flows: (vph) 65 218 Potential Capacity: (pcph) 999 813 Capacity Adjustment Factor "- due to Impeding Movements 0. 96 0. 96 Movement Capacity: (pcph) 957 779 Prob. of Queue-Free State: 0. 97 0 . 93 — Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 104 — Potential Capacity: (pcph) 909 Major LT, Minor TH Impedance Factor: 0 . 89 Adjusted Impedance Factor: 0 . 91 — Capacity Adjustment Factor due to Impeding Movements 0 . 89 Movement Capacity: (pcph) 813 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) EB T 58 779 > 4 . 4 EB R 29 1385 > 912 4 . 4 0. 3 A — WB L 94 813 > 842 5. 0 0 . 5 A WB T 28 957 > 5. 0 NB L 72 1714 2 . 2 0. 0 A 0. 7 Intersection Delay = 2 . 6 sec/veh — 74 - CARMEL DRIVE AAA WAY A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & AAA DRIVE (8) DATE : SEPTEMBER 16, 1996 PEAK HOUR DATA AM PEAK OFF PEAK PM PEAK HR BEGIN 11:45 AM HR BEGIN 4:15 PM L T R TOT L T R TOT L T R TOT NORTHBOUND 234 37 105 376 188 60 180 428 EASTBOUND 102 626 145 873 142 706 122 970 SOUTHBOUND 74 29 65 168 139 42 78 259 - WESTBOUND 153 560 20 733 134 500 16 650 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 11-12 356 134 490 759 639 1398 1888 - PM - - 12- 1 351 161 512 836 742 1578 2090 4- 5 404 222 626 873 635 1508 2134 5- 6 387 242 629 902 539 1441 2070 6- 7 247 175 422 529 398 927 1349 - 7- 8 152 101 253 415 321 736 989 TOTAL 1897 1035 2932 4314 3274 7588 10520 18 . 0% 9 . 8% 27 . 9% 41. 0% 31. 1% 72 . 1% 100. 0% - OFF PEAK VOLUMES - 15-MIN 106 46 233 209 HOUR 391 168 873 742 PHF 0. 92 0. 91 0. 94 0. 89 - PM PEAK VOLUMES - _ 15-MIN 111 82 285 182 HOUR 428 259 970 650 PHF 0. 96 0. 79 0. 85 0. 89 76 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY - CLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & AAA DRIVE (8) DATE : SEPTEMBER 16, 1996 -- DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 219 3 222 30 1 31 97 6 103 346 10 356 PM 12- 1 208 0 208 42 1 43 99 1 100 349 2 351 4- 5 183 1 184 56 3 59 160 1 161 399 5 404 5- 6 161 0 161 49 1 50 176 0 176 386 1 387 6- 7 116 0 116 25 0 25 106 0 106 247 0 247 7- 8 91 1 92 29 0 29 31 0 31 151 1 152 PASSENGER 978 231 669 1878 - 99 . 5% 97.5% 98 . 8% 99 . 0% TRUCK 5 6 8 9 0.5% 2 . 5% 1. 2% 1. 0%1 BOTH 983 237 677 1897 51. 8% 12 . 5% 35. 7% 100. 0% DIRECTION OF TRAVEL : EASTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM - 11-12 100 2 102 515 13 528 125 4 129 740 19 759 PM 12- 1 98 1 99 600 11 611 122 4 126 820 16 836 4- 5 137 0 137 613 5 618 118 0 118 868 5 873 5- 6 129 1 130 670 0 670 102 0 102 901 1 902 6- 7 77 0 77 391 2 393 59 0 59 527 2 529 7- 8 59 0 59 313 2 315 41 0 41 413 2 415 PASSENGER 600 3102 567 4269 99. 3% 98. 9% 98 . 6% 99 . 0% - TRUCK 4 33 8 45 0. 7% 1. 1% 1. 4% 1. 0% BOTH 604 3135 575 4314 - 14 . 0% 72 . 7% 13 . 3% 100. 0% _ 77 - A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY rCLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & AAA DRIVE (8) DATE : SEPTEMBER 16, 1996 CDIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL 111 PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 54 1 55 23 1 24 53 2 55 130 4 134 I PM 12- 1 72 0 72 31 0 31 54 4 58 157 4 161 4- 5 109 1 110 45 0 45 67 0 67 221 1 222 - 5- 6 135 0 135 31 1 32 75 0 75 241 1 242 6- 7 82 0 82 22 0 22 71 0 71 175 0 175 7- 8 45 0 45 12 0 12 43 1 44 100 1 101 - PASSENGER 497 164 363 1024 99 . 6% 98.8% 98 . 1% 98 . 9% TRUCK 2 2 7 11 I0.4% 1.2% 1. 9% 1. 1% BOTH 499 166 370 1035 48 . 2% 16. 0% 35. 7% 100. 0% P DIRECTION OF TRAVEL : WESTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH P AM 11-12 117 2 119 482 21 503 14 3 17 613 26 639 PM 12- 1 137 1 138 568 14 582 20 2 22 725 17 742 I 4- 5 136 0 136 473 6 479 20 0 20 629 6 635 5- 6 91 0 91 433 3 436 12 0 12 536 3 539 6- 7 60 0 60 307 5 312 26 0 26 393 5 398 7- 8 28 0 28 277 5 282 11 0 11 316 5 321 PASSENGER 569 2540 103 3212 99 . 5% 97. 9% 95. 4% 98 . 1% TRUCK 3 54 5 62 0. 5% 2 . 1% 4 . 6% 1. 9% - BOTH 572 2594 108 3274 17 . 5% 79 . 2% 3 . 3% 100. 0% - 78 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996 - A & F ENGINEERING CO. , INC. Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8) Analyst: KAS File Name: LC8NS1.HC9 - Area Type: Other 9-18-96 NOON PK Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1) Eastbound Westbound Northbound Southbound -L-- -T-- -R-- -L- T R L T R L T R No. Lanes 1 2 1 1 2 1 > 1 1 > 1 < Volumes 102 626 145 153 560 20 234 37 105 74 29 65 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 72 10 52 16 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * - Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * - Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 28 . 5A Green 23 . 5A Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C A roach: - MI/nits Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 270 550 0. 396 0 .492 6 . 7 B 6. 2 B T 1831 3725 0. 378 0. 492 6 . 2 B - R 778 1583 0. 099 0. 492 5. 3 B WB L 227 462 0. 709 0. 492 14 . 3 B 7 . 7 B T 1831 3725 0. 337 0. 492 6 . 0 B R 778 1583 0. 013 0. 492 5 . 0 A NB LT 393 963 0. 725 0. 408 14 . 1 B 12 . 9 B R 646 1583 0. 087 0 . 408 7 . 0 B SB LTR 430 1052 0. 372 0. 408 8 . 3 B 8 . 3 B Intersection Delay = 8 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 716 79 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996 A & F ENGINEERING CO. , INC. Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8) Analyst: KAS File Name: LC8NS2 .HC9 Area Type: Other 9-18-96 NOON PK - Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2) Eastbound Westbound Northbound Southbound -L-- -T-- -R-- ---- - ---- - -- ---- -- - No. Lanes 1 2 1 1 2 1 >-1 1-- ---->-1--<---- Volumes 102 629 151 159 560 20 241 38 108 74 30 65 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 75 10 54 16 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 Signal Operations EB Left * 3 4 *5 6 7 8 Thru * NB Left -- Right * Thru * Peds Right WB Left * Peds Thru * SB Left - Right * Thru * Peds Right NB Right Peds EB Right SB Right - Green WB Right 28 . OA Green 24 . OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 - Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 264 546 0. 405 0.483 7 . 0 B 6 . 4 B T 1800 3725 0. 386 0. 483 6 . 4 B R 765 1583 0. 105 0. 483 5. 5 B - WB L 220 455 0. 759 0. 483 17 . 7 C 8 . 6 B T 1800 3725 0. 343 0. 483 6. 2 B R 765 1583 0. 013 0. 483 5. 2 B - NB LT 402 966 0. 730 0. 417 14 . 0 B 12 . 9 B R 660 1583 0. 086 0. 417 6 . 8 B SB LTR 435 1045 0. 370 0. 417 8 . 0 B 8 . 0 B Intersection Delay = 8 . 4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 746 80 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c A & F ENGINEERING CO. , INC. 09-18-1996 Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8) Analyst: KAS File Name: LC8PMS1.HC9 Area Type: Other 9-18-96 PM PEAK - Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1) Eastbound Westbound Northbound Southbound -LT-- -R-- L T R L T R L T R -- - No. Lanes 1 2 1 1 2 1 >-1-- -1-- ---->-1--<---- Volumes 142 706 122 134 500 16 188 60 180 139 42 78 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 61 8 90 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 .100 Signal Operations Phase Combination 1 2 3 4 EB Left * NB Left * 6 7 8 Thru - Right * Thru * Peds Right WB Left * Peds Thru * SB Left * Thru * - Right * Peds Right NB Right Peds EB Right - SB Right WB Right Green 28 . 5A Green 23 . 5A Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 306 623 0.486 0. 492 7 . 6 B 6. 5 B T 1831 3725 0. 426 0. 492 6 . 4 B R 778 1583 0. 082 0. 492 5 . 2 B - WB L 188 382 0. 751 0.492 18 . 3 C 8 . 4 B T 1831 3725 0. 301 0. 492 5. 9 B R 778 1583 0. 012 0. 492 5. 0 A - NB LT 318 779 0.821 0. 408 20. 9 C 17 . 3 C R 646 1583 0. 145 0. 408 7 . 2 B SB LTR 358 877 0. 704 0. 408 13 . 7 B 13 . 7 B Intersection Delay = 9 . 5 sec/veh Intersection LOS = B - Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 782 81 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c - A & F ENGINEERING CO. , INC. 09-19-1996 Streets: (E-W) CARMEL DRIVE Analyst: KAS (N-S) AAA DRIVE (8) Area Type: Other File Name: LC8PMS2 .HC9 Comment: EXTG+GEN TRAF VOLS & EXTG COND9-18-96(SCENARIO PE Eastbound Westbound Northbound Southbound - L TR L T R L T R L ---- ---- ---- No. Lanes 1 2 1 1 2 1 ---->-1-- -1 ---- -1-- ---- Volumes 142 709 128 140 500 16 197 61 184 139> 143< 78 - Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 64 12 . 0 12 92 12 . 0 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 Combination 1 2 Sig3nOperations 5 EB Left * 4 NB Left * 6 7 8 - Thru * Thru * Right * Right * Peds g WB Left * Peds - Thru * SB Left * Right * Thru Peds Right * NB Right Peds EB Right - SB Right WB Right Green 28 . OA Green 24 . OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 300 620 0. 497 0. 483 7 . 9 B 6. 8 B T 1800 3725 0. 435 0. 483 6. 7 B - R 765 1583 0. 089 0. 483 5 . 4 B WB L 182 376 0. 809 0. 483 24 . 0 C 9. 8 B T 1800 3725 0. 307 0. 483 6. 1 B R 765 1583 0. 012 0. 483 5. 2 B NB LT 322 773 0.841 0. 417 22 . 4 C 18 . 4 C R 660 1583 0. 147 0 . 417 7 . 0 B SB LTR 359 862 0. 704 0. 417 13 . 5 B 13 . 5 B _. Intersection Delay = 10. 3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 824 82 CARMEL DRIVE KEYSTONE WAY A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & KEYSTONE WAY (9) DATE : SEPTEMBER 16, 1996 PEAK HOUR DATA AM PEAK OFF PEAK HR BEGIN 12:00 AM PM PEAK L T R TOT L T HR BEGIN 5:00 PM - R TOT L T R TOT NORTHBOUND EASTBOUND 19 10 146 175 11 1 162 174 SOUTHBOUND 81 467 64 612 14 1099 9 1122 WESTBOUND 41 0 83 124 20 2 40 62 85 395 39 519 108 436 24 568 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL 11-12 130 107 237AM 12- 1 175 - PM - 474 462 936 1173 • _ 124 299 5- 6 134 62 196 808 519 1131 1430 6- 174 62 236 1122 568 1414 1610 7- 7 134 62 196 515 463 68 1690 1926 148 48 196 409 335 978 117494 TOTAL 744 940 895 465 1360 3940 2953 6893 8253 10. 8% 5. 6% 16. 5% 47. 7% 35. 8% 83 . 5% 100. 0% 15-MIN - OFF PEAK VOLUMES - 47 34 HOUR 178 124 625 519 PHF 0. 95 0. 91 7 91 0. 915 0. 87 15-MIN - PM PEAK VOLUMES - 1�4 18 317 167 HOUROF 62 1122 606 0. 87 0. 86 0. 88 0. 91 84 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & KEYSTONE WAY (9) DATE : SEPTEMBER 16, 1996 DIRECTION OF TRAVEL : SOUTHBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 48 1 49 2 1 3 55 0 55 105 2 107 PM 12- 1 37 4 41 0 0 0 83 0 83 120 4 124 4- 5 25 0 25 3 0 3 32 2 34 60 2 62 - 5- 6 20 0 20 2 0 2 38 2 40 60 2 62 6- 7 34 0 34 0 0 0 28 0 28 62 0 62 7- 8 23 1 24 2 0 2 22 0 22 47 1 48 - PASSENGER 187 9 258 454 96. 9% 90. 0% 98 . 5% 97 . 6% TRUCK 6 1 4 11 - 3 . 1% 10. 0% 1. 5% 2 . 4% BOTH 193 10 262 465 41. 5% 2 .2% 56. 3% 100. 0% DIRECTION OF TRAVEL : WESTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 83 2 85 323 24 347 30 0 30 436 26 462 PM 12- 1 83 2 85 372 23 395 38 1 39 493 26 519 4- 5 117 0 117 439 15 454 34 1 35 590 16 606 5- 6 108 0 108 432 4 436 24 0 24 564 4 568 6- 7 110 0 110 324 4 328 25 0 25 459 4 463 7- 8 76 1 77 246 3 249 9 0 9 331 4 335 PASSENGER 577 2136 160 2873 99 . 1% 96. 7% 98 . 8% 97 . 3% - TRUCK 5 73 2 80 0. 9% 3 . 3% 1. 2% 2 . 7% - BOTH 582 2209 162 2953 19 . 7% 74 . 8% 5. 5% 100. 0% _ 85 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : CARMEL DRIVE & KEYSTONE WAY (9) DATE : SEPTEMBER 16, 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 13 0 13 10 0 10 107 0 107 130 0 130 - PM 12- 1 19 0 19 10 0 10 143 3 146 172 3 175 4- 5 11 0 11 7 0 7 116 0 116 134 0 134 5- 6 11 0 11 1 0 1 161 1 162 173 1 174 6- 7 16 0 16 2 0 2 116 0 116 134 0 134 7- 8 14 0 14 3 0 3 131 0 131 148 0 148 PASSENGER 84 33 774 891 - 100. 0% 100. 0% 99 . 5% 99. 6% TRUCK 0 0 4 4 0. 0% 0. 0% 0. 5% 0. 4% BOTH 84 33 778 895 9 . 4% 3 . 7% 86 . 9% 100. 0% DIRECTION OF TRAVEL : EASTBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM - 11-12 63 1 64 343 7 350 59 1 60 465 9 474 PM 12- 1 81 0 81 456 11 467 63 1 64 600 12 612 - 4- 5 45 0 45 727 10 737 26 0 26 798 10 808 5- 6 14 0 14 1099 0 1099 9 0 9 1122 0 1122 6- 7 24 0 24 463 1 464 27 0 27 514 1 515 7- 8 18 0 18 360 2 362 29 0 29 407 2 409 - PASSENGER 245 3448 213 3906 99 . 6% 99 . 1% 99 . 1% 99 . 1% .- TRUCK 1 31 2 34 0. 4% 0. 9% 0. 9% 0. 9% BOTH 246 3479 215 3940 - 6. 2% 88 . 3% 5. 5% 100. 0% 86 HCS: Unsignalized Intersections Release 2 . 1c LC9NS1 .HCO Page 1 A & F ENGINEERING CO. , INC. k 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 I Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9) Major Street DirectionEW Length of Time Analyzed60 (min) Analyst KAS 111 Date of Analysis 9/18/96 Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound - -LT R L T R L T R L T R ---- ---- ---- ---- _ ____ ____ 16 No. Lanes Stop/Yield 1 2 < 0 N 1 1 < 0N 1 1 < 0 1 1 < 0 Volumes 81 467 64 85 395 39 19 10 146 41 0 83 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 II Grade 0 0 MC's (%) 0 0 SU/RV' s (%) — CV' s (%) PCE 's 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 PI Adjustment Factors 111 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 87 HCS: Unsignalized Intersections Release 2 . 1c LC9NS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 280 436 Potential Capacity: (pcph) 999 833 - Movement Capacity: (pcph) 999 833 Prob. of Queue-Free State: 0. 83 0. 88 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 559 457 Potential Capacity: (pcph) 928 1038 Movement Capacity: (pcph) 928 1038 Prob. of Queue-Free State: 0. 89 0.91 Step 3 : TH from Minor Street NB SB Conflicting Flows: (vph) 1156 1170 Potential Capacity: (pcph) 270 265 Capacity Adjustment Factor - due to Impeding Movements 0. 81 0. 81 Movement Capacity: (pcph) 220 216 Prob. of Queue-Free State: 0 . 95 1. 00 - Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1180 1107 Potential Capacity: (pcph) 220 242 Major LT, Minor TH Impedance Factor: 0. 81 0. 77 Adjusted Impedance Factor: 0. 86 0. 82 - Capacity Adjustment Factor due to Impeding Movements 0. 76 0. 68 Movement Capacity: (pcph) 167 165 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 22 167 24 . 8 0 . 4 D NB T 12 220 > 7 . 8 NB R 169 999 > 809 5 . 7 1. 0 B - SB L 47 165 30. 5 1. 3 E SB T 0 216 > 13 . 3 SB R 96 833 > 833 4 . 9 0. 4 A EB L 94 1038 3 . 8 0. 2 A 0. 5 WB L 98 928 4 . 3 0 . 3 A 0. 7 Intersection Delay = 2 . 6 sec/veh 88 HCS: Unsignalized Intersections Release 2 . 1c LC9NS2 .HC0 Page 1 A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9) Major Street DirectionEW Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound -L-- T R L T R L T R L T R - ---- ---- ---- ---- No. Lanes 1 2 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Stop/Yield N N Volumes 81 470 67 88 401 39 19 10 150 41 0 83 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 MC' s (%) 0 0 SU/RV' s (%) — CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) — Left Turn Major Road 5. 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6. 50 3 . 40 89 HCS: Unsignalized Intersections Release 2 . 1c LC9NS2 .HCO Page 2 r ' Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB II Conflicting Flows: (vph) 283 442 Potential Capacity: (pcph) 995 827 Movement Capacity: (pcph) 995 827 Prob. of Queue-Free State: 0. 83 0. 88 Step 2 : LT from Major Street WB EB IIConflicting Flows: (vph) 566 463 Potential Capacity: (pcph) 921 1031 Movement Capacity: (pcph) 921 1031 PI Prob. of Queue-Free State: 0.89 0. 91 Step 3 : TH from Minor Street NB SB Conflicting Flows: (vph) 1172 1186 Potential Capacity: (pcph) 265 260 Capacity Adjustment Factor 11 due to Impeding Movements 0. 81 0. 81 Movement Capacity: (pcph) 214 210 Prob. of Queue-Free State: 0.94 1. 00 - Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1194 1121 Potential Capacity: (pcph) 215 238 Major LT, Minor TH Impedance Factor: 0. 81 0. 76 Adjusted Impedance Factor: 0. 85 0 . 82 - Capacity Adjustment Factor due to Impeding Movements 0. 75 0. 67 Movement Capacity: (pcph) 162 160 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 22 162 25 . 7 0. 5 D NB T 12 214 > 7 . 9 NB R 174 995 > 805 5. 8 1. 0 B SB L 47 160 31. 8 1. 3 E SB T 0 210 > 13 .8 SB R 96 827 > 827 4 . 9 0. 4 A EB L 94 1031 3 . 8 0 . 2 A 0 . 5 WB L 102 921 4 . 4 0 . 4 A 0. 7 - Intersection Delay = 2 . 6 sec/veh d 90 1 HCS: Unsignalized Intersections Release 2 . 1c LC9PMS1.HCO Page 1 A & F ENGINEERING CO. , INC. "' 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9) Major Street DirectionEW Length of Time Analyzed60 (min) _ Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound -L-- T R L T R L T R L T R ---- ---- No. Lanes 1 2 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Stop/Yield N Volumes 14 1099 9 108 436 24 11 1 162 20 2 40 _ PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) SU/RV's (%) _ CV's (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) — Left Turn Major Road 5. 00 2 . 10 Right Turn Minor Road 5. 50 2 . 60 Through Traffic Minor Road 6. 00 3 . 30 Left Turn Minor Road 6. 50 3 .40 91 HCS: Unsignalized Intersections Release 2 . 1c LC9PMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 583 472 Potential Capacity: (pcph) 701 798 Movement Capacity: (pcph) 701 798 Prob. of Queue-Free State: 0. 73 0. 94 Step 2 : LT from Major Street WB EB Conflicting Flows: (vph) 1166 484 Potential Capacity: (pcph) 477 1008 Movement Capacity: (pcph) 477 1008 Prob. of Queue-Free State: 0.74 0. 98 Step 3 : TH from Minor Street NB SB - Conflicting Flows: (vph) 1774 1766 Potential Capacity: (pcph) 128 129 Capacity Adjustment Factor - due to Impeding Movements 0. 73 0. 73 Movement Capacity: (pcph) 93 94 Prob. of Queue-Free State: 0. 99 0. 98 - Step 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1784 1758 Potential Capacity: (pcph) 98 102 Major LT, Minor TH Impedance Factor: 0 . 71 0 . 72 Adjusted Impedance Factor: 0. 78 0. 78 - Capacity Adjustment Factor due to Impeding Movements 0. 73 0. 57 Movement Capacity: (pcph) 72 58 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 13 72 60. 9 0. 6 F NB T 1 93 > 10 . 7 NB R 188 701 > 678 7 . 4 1. 3 B - SB L 23 58 101.4 1. 7 F SB T 2 94 > 37 . 1 SB R 46 798 > 608 6.4 0. 2 B EB L 17 1008 3 . 6 0. 0 A 0. 0 WB L 125 477 10. 2 1. 2 C 1. 9 - Intersection Delay = 2 . 8 sec/veh 92 HCS: Unsignalized Intersections Release 2 . 1c LC9PMS2 .HC0 Page 1 — A & F ENGINEERING CO. , INC. 5172 E. 65TH STREET INDIANAPOLIS, IN 46220- Ph: (317) 842-0864 Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9) Major Street DirectionEW Length of Time Analyzed60 (min) — Analyst KAS Date of Analysis 9/18/96 Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2) Two-way Stop-controlled Intersection IIEastbound Westbound Northbound Southbound L T R L T R L T R L T R fl No. Lanes Stop/Yield 1 2 < 0N 1 1 < 0N 1 1 < 0 1 1 < 0 Volumes 14 1203 12 111 442 24 11 1 168 20 2 40 PHF . 95 . 95 . 95 . 95 .95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) -- CV' s (%) PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 Adjustment Factors — Vehicle Critical Follow-up PO 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 ril k 93 HCS : Unsignalized Intersections Release 2 . 1c LC9PMS2 .HCO Page 2 Worksheet for TWSC Intersection r Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 640 478 Potential Capacity: (pcph) 656 793 Movement Capacity: (pcph) 793 Prob. of Queue-Free State: 0. 70 0. 94 Step 2 : LT from Major Street WB EB AConflicting Flows: (vph) 1279 490 Potential Capacity: (pcph) 421 1001 Movement Capacity: (pcph) 421 1001 Prob. of Queue-Free State: 0. 69 0. 98 vi Step 3 : TH from Minor Street NB SB Conflicting Flows: (vph) 1894 1888 Potential Capacity: (pcph) 111 111 Capacity Adjustment Factor 1 due to Impeding Movements 0. 68 0. 68 Movement Capacity: (pcph) 76 76 Prob. of Queue-Free State: 0. 99 0. 97 IStep 4 : LT from Minor Street NB SB Conflicting Flows: (vph) 1904 1876 - Potential Capacity: (pcph) 84 87 Major LT, Minor TH Impedance Factor: 0. 66 0. 67 Adjusted Impedance Factor: 0. 74 0. 75 _. Capacity Adjustment Factor due to Impeding Movements 0. 70 0. 52 Movement Capacity: (pcph) 58 46 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 13 58 79. 8 0. 8 F NB T 1 76 > 12 . 6 NB R 195 656 > 631 8 . 3 1. 5 B - SB L 23 46 150. 7 2 . 3 F SB T 2 76 > 53 . 3 SB R 46 793 > 569 6 . 9 0. 2 B EB L 17 1001 3 . 7 0. 0 A 0. 0 WB L 129 421 12 . 3 1. 5 C 2 . 4 - Intersection Delay = 3 . 4 sec/veh 94 RANGELINE ROAD MEDICAL DRIVE A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10) DATE : SEPTEMBER 17, 1996 PEAK HOUR DATA I I 1 I - AM PEAK OFF PEAK PM PEAK HR BEGIN 11:30 AM HR BEGIN 4:45 PM L T R TOT L T R TOT L T R TOT - NORTHBOUND 25 747 99 871 32 917 96 1045 EASTBOUND 57 47 25 129 71 32 29 132 SOUTHBOUND 136 659 45 840 69 874 30 973 WESTBOUND 124 38 122 284 112 21 90 223 HOUR SUMMARY HOUR NB SB NB+SB EB WB EB+WB TOTAL - AM - 11-12 720 765 1485 86 242 328 1813 - PM - 12- 1 822 843 1665 139 258 397 2062 4- 5 910 857 1767 112 240 352 2119 5- 6 1052 965 2017 140 189 329 2346 6- 7 725 733 1458 92 116 208 1666 - 7- 8 441 656 1097 79 53 132 1229 TOTAL 4670 4819 9489 648 1098 1746 11235 41. 6% 42 . 9% 84 .5% 5. 8% 9 . 8% 15. 5% 100 . 0% - OFF PEAK VOLUMES - 15-MIN 258 237 51 87 HOUR 871 843 139 284 - PHF 0. 84 0. 89 0. 68 0. 82 - PM PEAK VOLUMES - 15-MIN 305 288 41 67 - HOUR 1052 973 140 245 PHF 0. 86 0. 84 0. 85 0. 91 96 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10) DATE : SEPTEMBER 17, 1996 IDIRECTION OF TRAVEL : SOUTHBOUND HOUR LEFT THRU RIGHT TOTAL IPASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 101 2 103 594 31 625 36 1 37 731 34 765 r PM 12- 1 111 2 113 636 48 684 45 1 46 792 51 843 4- 5 62 1 63 730 24 754 39 1 40 831 26 857 5- 6 59 1 60 857 16 873 32 0 32 948 17 965 r6- 7 34 0 34 655 11 666 33 0 33 722 11 733 7- 8 34 0 34 570 22 592 30 0 30 634 22 656 PASSENGER 401 4042 215 4658 1 98 . 5% 96. 4% 98 . 6% 96 . 7% TRUCK 6 152 3 161 r 1. 5% 3 . 6% 1. 4% 3 . 3% BOTH 407 4194 218 4819 8 . 4% 87 . 0% 4 . 5% 100 . 0% I DIRECTION OF TRAVEL : WESTBOUND r HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM r 11-12 101 5 106 31 0 31 99 6 105 231 11 242 PM 12- 1 117 4 121 41 0 41 92 4 96 250 8 258 r 4- 5 120 2 122 27 0 27 87 4 91 234 6 240 5- 6 86 0 86 22 0 22 81 0 81 189 0 189 6- 7 51 0 51 15 0 15 50 0 50 116 0 116 7- 8 23 0 23 2 0 2 28 0 28 53 0 53 - PASSENGER 498 138 437 1073 97 . 8% 100. 0% 96. 9% 97 . 7% I TRUCK 11 0 14 25 2 . 2% 0. 0% 3 . 1% 2 . 3% - BOTH 509 138 451 1098 46. 4% 12 . 6% 41. 1% 100. 0% r 97 A & F ENGINEERING CO. , INC. TRAFFIC VOLUME SUMMARY CLIENT : THE LINDER COMPANY LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10) DATE : SEPTEMBER 17, 1996 - DIRECTION OF TRAVEL : NORTHBOUND HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM 11-12 24 0 24 555 43 598 91 7 98 670 50 720 PM 12- 1 22 0 22 681 29 710 86 4 90 789 33 822 4- 5 23 2 25 739 38 777 107 1 108 869 41 910 5- 6 27 0 27 914 26 940 85 0 85 1026 26 1052 - 6- 7 19 0 19 637 11 648 56 2 58 712 13 725 7- 8 18 0 18 384 3 387 35 1 36 437 4 441 PASSENGER 133 3910 460 4503 98 . 5% 96. 3% 96. 8% 96. 4% TRUCK 2 150 15 167 1. 5% 3 . 7% 3 . 2% 3 . 6% BOTH 135 4060 475 4670 2 . 9% 86. 9% 10. 2% 100. 0% DIRECTION OF TRAVEL : EASTBOUND - HOUR LEFT THRU RIGHT TOTAL PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH AM - 11-12 39 2 41 26 0 26 19 0 19 84 2 86 PM 12- 1 65 0 65 41 0 41 33 0 33 139 0 139 4- 5 56 0 56 32 0 32 24 0 24 112 0 112 - 5- 6 73 0 73 31 1 32 35 0 35 139 1 140 6- 7 36 0 36 32 0 32 24 0 24 92 0 92 7- 8 41 0 41 15 0 15 23 0 23 79 0 79 PASSENGER 310 177 158 645 99 . 4% 99 .4% 100. 0% 99 . 5% - TRUCK 2 1 0 3 0 . 6% 0. 6% 0 . 0% 0. 5% BOTH 312 178 158 648 - 48 . 1% 27 . 5% 24 . 4% 100. 0% 98 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996 A & F ENGINEERING CO. , INC. Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10) Analyst: KAS File Name: LC10NS1.HC9 Area Type: Other 9-18-96 NOON PK Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1) Eastbound Westbound Northbound Southbound - L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < 1 2 < 1 2 < Volumes 57 47 25 124 38 122 25 747 99 136 659 45 - Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 6 30 25 11 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * _ Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * - Thru * Thru * Right * Right * Peds Peds NB Right EB Right - SB Right WB Right Green 18 . OA Green 34 . OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 384 1213 0. 336 0. 317 10. 3 B 10. 3 B WB LTR 402 1270 0. 664 0. 317 14 . 3 B 14 . 3 B - NB L 250 428 0. 104 0. 583 3 . 6 A 4 . 5 A TR 2144 3675 0. 423 0.583 4 . 6 A SB L 176 301 0. 814 0. 583 22 . 9 C 7 . 2 B TR 2158 3699 0. 355 0. 583 4 . 3 A i Intersection Delay = 7 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0. 761 I I I I 99 i I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996 A & F ENGINEERING CO. , INC. Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10) Analyst: KAS File Name: LC10NS2 .HC9 - Area Type: Other 9-18-96 NOON PK Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2) Eastbound Westbound Northbound Southbound - L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < 1 2 < 1 2 < Volumes 57 48 25 128 39 127 25 747 99 141 659 45 - Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 6 32 25 11 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * - Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * - Thru * Thru * Right * Right * Peds Peds NB Right EB Right - SB Right WB Right Green 17 . 5A Green 34 . 5A Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 - Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 372 1207 0. 352 0. 308 10 . 6 B 10 . 6 B WB LTR 389 1261 0. 710 0. 308 15 . 9 C 15. 9 C - NB L 254 430 0 . 102 0. 592 3 . 4 A 4 . 3 A TR 2174 3675 0. 417 0. 592 4 . 4 A SB L 180 304 0. 823 0. 592 23 . 4 C 7 . 2 B TR 2189 3699 0 . 350 0. 592 4 . 1 A - Intersection Delay = 7 . 3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0 . 784 _ 100 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996 - A & F ENGINEERING CO. , INC. Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10) Analyst: KAS File Name: LC10PMS1.HC9 Area Type: Other 9-18-96 PM PEAK Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1) Eastbound Westbound Northbound Southbound - L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < 1 2 < 1 2 < Volumes 71 32 29 112 21 90 32 917 96 69 874 30 - Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 7 22 24 7 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 "- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * _ Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * _ Thru * Thru * Right * Right * Peds Peds NB Right EB Right - SB Right WB Right Green 22 . OA Green 30 . OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 - Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 442 1153 0. 301 0. 383 8 . 5 B 8 . 5 B WB LTR 463 1209 0.457 0. 383 9 . 5 B 9 . 5 B - NB L 124 240 0.274 0. 517 5. 6 B 6. 7 B TR 1904 3685 0. 574 0. 517 6. 8 B SB L 124 240 0. 589 0. 517 11. 5 B 6. 7 B TR 1917 3711 0. 517 0. 517 6 . 4 B - Intersection Delay = 7 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 533 101 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c A & F ENGINEERING CO. , INC. 09-19-1996 Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10) Analyst: KAS File Name: LC10PMS2 .HC9 Area Type: Other 9-18-96 PM PEAK Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2) Eastbound Westbound Northbound Southbound _ -L- -T R L T R L T R L T R --- ---- ---- ---- ---- No. Lanes > 1 < > 1 < -1-- -2--<---- -1-- -2--<---- Volumes 71 32 29 116 22 95 32 917 96 74 874 30 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 7 24 24 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 Signal Operations EB Left * 3 4 NB Left *5 6 7 8 Thru ' Right * Thru Peds Right WB Left * Peds Thru * SB Left Right * Thru * Right * Peds Peds NB Right EB Right SB Right WB Right Green 22 . OA Green 30. OA Yellow/AR 4 . 0 Yellow/AR 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C A roach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 437 1139 0. 305 0. 383 8 . 5 B 8 . 5 B WB LTR 462 1206 0. 476 0. 383 9 . 6 B 9 . 6 B NB L 124 240 0. 274 0. 517 5 . 6 B 6. 7 B TR 1904 3685 0. 574 0. 517 6. 8 B SB L 124 240 0. 629 0. 517 13 . 3 B 6 . 9 B TR 1917 3711 0. 517 0. 517 6. 4 B Intersection Delay = 7 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 564 102