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HomeMy WebLinkAboutTIA - 7-8-2020This report is printed on recycled paper with 30% post-consumer content. All paper is FSC Certified. The entire document, including binding, is 100% recyclable. TRANSPORTATION IMPACT ANALYSIS June 26, 2020 Sidbury Crossing New Hanover County, NC Prepared for HH Multi, LLC Project #: 200218 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 1 Sidbury Crossing – Transportation Impact Analysis New Hanover County, NC Prepared for HH Multi, LLC June 26, 2020 Table of Contents 1.0 Introduction............................................................................................................. 2 Figure 1 – Site Plan ..................................................................................................... 3 Figure 2A – Site Location Map .................................................................................... 4 Figure 2B – Vicinity Map .............................................................................................. 5 2.0 Existing Conditions ................................................................................................ 6 2.1 Inventory ................................................................................................................ 6 2.2 Existing Traffic Volumes ........................................................................................ 7 Figure 3 – Existing Lane Geometry ............................................................................. 8 Figure 4 – 2020 Base Traffic Volumes ......................................................................... 9 3.0 Approved Developments and Committed Improvements ................................. 10 3.1 Approved Developments ...................................................................................... 10 3.2 Committed Improvements .................................................................................... 10 4.0 Methodology ......................................................................................................... 11 4.1 Base Assumptions and Standards ....................................................................... 11 5.0 Capacity Analysis ................................................................................................. 12 5.1 Level of Service Evaluation Criteria ..................................................................... 12 6.0 2024 Full Build Conditions................................................................................... 13 6.1 Trip Generation .................................................................................................... 13 6.2 Trip Distribution .................................................................................................... 13 6.3 2024 Future No Build Traffic ................................................................................ 13 6.4 2024 Full Build Total Traffic ................................................................................. 13 Figure 5– Primary Trip Distribution ............................................................................ 14 Figure 6 – 2024 Future No Build Volumes ................................................................. 15 Figure 7 – Site Trips .................................................................................................. 16 Figure 8 – 2024 Future Build Volumes ...................................................................... 17 6.5 Full Build Discussion of Results ........................................................................... 18 6.6 Full Build Recommended Improvements ............................................................. 22 Figure 9 – Full Build Recommended Improvements .................................................. 23 7.0 Queue Results ...................................................................................................... 24 8.0 Summary and Conclusion ................................................................................... 27 Appendix ...................................................................................................................... 28 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 2 Sidbury Crossing – Transportation Impact Analysis New Hanover County, NC Prepared for HH Multi, LLC June 26, 2020 1.0 Introduction The proposed Sidbury Crossing is to be located across Sidbury Road between I-40 and Dairy Farm Road in New Hanover County, North Carolina. The development will utilize three (3) site accesses. All three site accesses are proposed to be full access with each located on Dairy Farm Road between Sidbury Road and Blue Clay Road. Figure 1 shows the site plan. Figures 2A and 2B show the site location map and vicinity map, respectively. The Sidbury Crossing will be analyzed for one (1) full build: • Full Build will consist of 320 apartment dwelling units. The build year for Full Build is assumed to be 2024. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the im pacts of both background traffic and new development traffic. The following intersections were included in the study: 1. Sidbury Road at Dairy Farm Road (unsignalized) 2. Sidbury Road at Blue Clay Road (unsignalized) 3. Blue Clay Road at N. College Road (signalized) 4. Dairy Farm Road / S.R. 2181 at Site Access 1 (unsignalized) 5. Dairy Farm Road / S.R. 2181 at Site Access 2 (unsignalized) 6. Dairy Farm Road / S.R. 2181 at Site Access 3 (unsignalized) The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the following conditions: • 2020 Existing Conditions • 2024 Future No-Build Conditions • 2024 Full Build Conditions • 2024 Full Build Conditions with Improvements (as necessary) The Wilmington Urban Metropolitan Planning Organization (WMPO) and NCDOT were contacted to obtain background information and to ascertain the elements to be covered in this Transportation Impact Analysis (TIA). The approved scope for this TIA is included in the supporting documentation section of the appendix. Information regarding the property was provided by HH Multi, LLC. FIGURE 1 CONCEPT PLAN FIGURE 2A SITE LOCATION MAP SITE INDICATOR FIGURE 2B VICINITY MAP STUDY INTERSECTIONS BACKGROUND PROPOSED    SITE  3  2  1  4  5  6  6/26/2020 Sidbury Crossing – Transportation Impact Analysis 6 2.0 Existing Conditions 2.1 Inventory A field investigation was conducted by DAVENPORT staff to determine the existing roadway conditions in the study area. Table 2.1 contains the results of this effort. Figure 3 illustrates the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # Typical Cross Section Pavement Width Speed Limit Maintained By N. College Road US 117 2-lane undivided Approx. 22’ 45 MPH NCDOT Blue Clay Road SR 1318 2-lane undivided Approx. 20’ 55 MPH NCDOT Sidbury Road SR 1336/SR 1572 2-lane undivided Approx. 22’ 55 MPH NCDOT Dairy Farm Road SR 2181 2-lane undivided Approx. 20’ 55 MPH NCDOT 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 7 2.2 Existing Traffic Volumes Existing traffic volumes for this project were collected by DAVENPORT staff. During scope approval of the development, it was agreed upon to use data collected from the Sidbury Farms Development that included similar intersections and to project the volumes by 1% over one year. Table 2.2 contains the dates these counts were collected. Schools were in session at the time of traffic counts. A system peak hour was used for the traffic analysis. The peak hour occurred at approximately 7:15 to 8:15 AM, and 4:15 to 5:15 PM. Figure 4 shows the 2020 base AM and PM peak hour volumes. More information can be found in the Traffic Volume Data section of the appendix. Table 2.2 - Traffic Volume Data Count Location: Date Taken: By: Blue Clay Road at N. College Road 9/24/2019 DAVENPORT Sidbury Road at Blue Clay Road 9/24/2019 DAVENPORT Sidbury Road at Dairy Farm Road 9/24/2019 DAVENPORT *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. FIGURE 3 EXISTING LANE GEOMETRY SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 2,900 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND Sidbury Road Da i r y F a r m R o a d N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 150' 12 5 ' 150' 50' 75 ' 25 0 ' SPEED LIMIT 45 SPEED LIMIT 55 SPEED LIMIT 45 SPEED LIMIT 55 SPEED LIMIT 55 SPEED LIMIT 55 5,100 1, 8 0 0 9, 3 0 0 11 , 5 0 0 4,200 2018 AADTXXXX *** NOT TO SCALE *** 181 / 265 223 / 145 12 / 39 This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. Sidbury Road Da i r y F a r m R o a d N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 88 / 112 128 / 200 47 / 88 23 1 / 2 5 3 23 4 / 4 4 3 12 3 / 1 0 9 89 / 2 4 41 8 / 2 7 8 12 3 / 1 8 5 / 1 6 20 5 / 3 9 8 428 / 256 18 / 2221 / 1 5 13 / 4 40 / 215 127 / 191 330 / 180 21 / 20 16 / 1 5 14 8 / 7 6 SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS FIGURE 4 EXISTING TRAFFIC VOLUMES 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 10 3.0 Approved Developments and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area, but not yet constructed. Per WMPO staff , there are three (3) approved developments to be considered in this analysis . The first is the Sidbury Road Development located across Sidbury Road between Edna Buck Drive and Buck Drive. This development consists of 655 single family dwelling units and 103 townhomes. The second is the Cape Landing Development located west of Blue Clay Road and N. College Road. This development consists of 126 single family homes to be built by 2021. However, 37 homes are currently built and occupied, so volumes were adjusted accordingly based on the submitted TIA’s distribution. The new trip generation and associated site trips figure can be found in the appendix and in Figure A. 3.2 Committed Improvements Committed Improvements are improvements that are planned by NCDOT, a local municipality, or a developer in the area, but not yet constructed. Per NCDOT and WMPO, there are a few committed improvements during the 2024 conditions in the vicinity of this project. Cape Landing committed improvements: Blue Clay Road at N. College Road • Extend the existing eastbound left turn lane to provide 150 feet of storage, and appropriate full-width deceleration and taper. Provide permitted + protected phasing on movement. • Restripe northbound approach between the existing painted island, south of the intersection, and the existing northbound left turn lane to provide a two-way-left— turn-lane. Provide permitted + protected phasing on movement. • Revise signal Sidbury Road Development committed improvements were not included in the analysis as the improvements were not associated with the study intersections. 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 11 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standar ds. The following table contains a summary of the base assumptions: Table 4.1 - Assumptions Peak Hour Factor 0.90 Background Traffic Annual Growth Rate 1.0% per year for all roadways Analysis Software Synchro/SimTraffic Version 10.0 Base Signal Timing/Phasing NCDOT Lane widths 12-feet Truck percentages 2% 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 12 5.0 Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term “level of service” to measure how traffic operates in intersections and on roadway segments. There are currently six levels of service ranging from A to F. Level of service “A” represents low-volume traffic operations and Level of Service “F” represents high- volume, oversaturated traffic operations. Synchro Traffic Modeling software was used to determine the level of service for studied intersections. Note for unsignalized intersection analysis, the level of service noted is for the worst approach of the intersection. This is typically the left turn movement for the side street approach, due to the number of opposing movements. All worksheet reports from the analyses can be found in the Appendix. Table 5.1 – Highway Capacity Manual Levels of Service and Control Delay Criteria Signalized Intersection Unsignalized Intersection Level of Service Control Delay Per vehicle (sec) Level of Service Delay Range (sec) A ≤ 10 A ≤ 10 B > 10 and ≤ 20 B > 10 and ≤ 15 C > 20 and ≤ 35 C > 15 and ≤ 25 D > 35 and ≤ 55 D > 25 and ≤ 35 E > 55 and ≤ 80 E > 35 and ≤ 50 F > 80 F > 50 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 13 6.0 2024 Full Build Conditions As discussed in the introduction, the full build consists of 320 single family homes to be built by 2024. 6.1 Trip Generation Trips for this development were projected based on the 10th Edition of ITE Trip Generation Manual. Table 6.1 presents the results. Table 6.1 - ITE Trip Generation Sidbury Crossing Average Weekday Driveway Volumes 24 Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Code Size Data Source Volume Enter Exit Enter Exit Multifamily Housing (mid-rise) 221 320 Dwelling Units Adjacent /Equation 1741 30 85 86 55 Total Trips 1,741 30 85 86 55 6.2 Trip Distribution Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. These distributions were reviewed and approved by WMPO and is shown in Figure 5. The directional distributions for the full build site trips are as follows: • 40% to and from the west of Blue Clay Road • 30% to and from the south of N. College Road • 15% to and fr om the west of Sidbury Road • 15% to and from the north of N. College Road 6.3 2024 Future No Build Traffic The 2024 future no build traffic volumes were computed by applying a 1.0% compounded annual growth rate to the 2020 base traffic volumes and adding approved development trips. Figure 6 shows 2024 future no build traffic volumes for AM and PM peaks. 6.4 2024 Full Build Total Traffic The 2024 future build traffic volumes were obtained by summing the 2024 future no build volumes and the full build site trips due to the proposed development. Full build site trips are shown in Figure 7. The 2024 future build volumes are shown for AM and PM peaks in Figure 8. More information can be found in the Traffic volume Data section of the appendix. *** NOT TO SCALE *** UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED DESTINATION NODE % IN = ENTERING OUT = EXITING This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. FIGURE 5 TRIP DISTRIBUTION SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 Sidbury Road Dairy Farm Road N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 15% 40% 30% 15% 40% IN Site Access 1 30 % I N 15 % I N 30% OUT 40% OUT 15% OUT 85 % I N 85% OUT 85 % O U T 85% IN 15% OUT Site Access 2 Site Access 3 15% IN 15 % O U T 60 % I N 40 % I N 30 % I N 10 % I N 10 % I N 60% OUT 30% OUT 10% OUT 10 % O U T 40 % O U T 15% IN *** NOT TO SCALE *** 204 / 288 259 / 214 31 / 54 This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. Sidbury Road Da i r y F a r m R o a d N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 107 / 127 187 / 253 85 / 116 24 8 / 2 8 0 24 7 / 4 6 7 13 5 / 1 3 1 10 0 / 4 6 44 0 / 2 9 2 14 2 / 6 0 6 / 1 7 25 7 / 5 3 5 553 / 343 20 / 2423 / 1 6 14 / 5 43 / 227 175 / 317 450 / 263 23 / 22 17 / 1 6 15 7 / 8 0 SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND FIGURE 6 FUTURE NO BUILD VOLUMES BLACK = EXISTING AM / PM PEAKS *** NOT TO SCALE *** 0 / 0 12 / 34 0 / 0 This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. Sidbury Road N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 13 / 8 34 / 22 26 / 17 0 / 0 0 / 0 5 / 1 3 0 / 0 0 / 0 9 / 2 6 0 / 0 26 / 7 3 72 / 47 0 / 00 / 0 0 / 0 26 / 73 0 / 0 0 / 0 5 / 13 13 / 8 72 / 4 7 SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 FIGURE 7 SITE TRIPS Site Access 1 Site Access 2 Site Access 3 Dairy Farm Road 18 / 5 2 12 / 3 4 9 / 2 6 3 / 9 3 / 9 51 / 33 26 / 17 9 / 6 34 / 2 2 9 / 6 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED AM / PM PEAKS *** NOT TO SCALE *** 204 / 288 271 / 248 31 / 54 This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. Sidbury Road N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 120 / 135 221 / 275 111 / 133 24 8 / 2 8 0 24 7 / 4 6 7 14 0 / 1 4 4 10 0 / 4 6 44 0 / 2 9 2 15 1 / 8 6 6 / 1 7 28 3 / 6 0 8 625 / 390 20 / 2423 / 1 6 14 / 5 69 / 300 175 / 317 450 / 263 28 / 35 30 / 2 4 22 9 / 1 2 7 SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND FIGURE 8 2024 BUILD VOLUMES Site Access 1 Site Access 2 Site Access 3 Dairy Farm Road 18 / 5 2 77 / 2 8 1 9 / 2 6 68 / 2 5 6 3 / 9 51 / 33 26 / 17 9 / 6 20 7 / 1 1 8 18 2 / 3 9 65 / 2 4 7 17 3 / 3 3 BLACK = EXISTING BLUE = PROPOSED AM / PM PEAKS 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 18 6.5 Full Build Discussion of Results The following section discusses 2024 full build level of service for each intersection. Recommended improvements for full build are illustrated in Figure 9. Sidbury Road at Dairy Farm Road The unsignalized intersection currently operates at LOS B in the AM and PM peaks. In 2024 future no build conditions, LOS C is expected in the AM peak and LOS B in the PM peak. In full build conditions, LOS C is expected in both the AM and PM peaks. Though there is an existing eastbound left turn, based on the NCDOT Driveway Manual, it is recommended to extend the eastbound left turn to 400 feet of storage with appropriate taper. Table 6.2 - Dairy Farm Road at Sidbury Road Scenario Overall LOS Level of Service by Approach (Delay in sec/veh) Eastbound Westbound Southbound L T R L T R L T R AM Peak Hour Existing B (12.9) SB Approach A (8.2) - (-) - (-) - (-) B (12.9) A (2) A (0) B (12.9) 2024 No Build C (15.7) SB Approach A (8.6) - (-) - (-) - (-) C (15.7) A (1.7) A (0) C (15.7) 2024 Build C (20.9) SB Approach A (8.8) - (-) - (-) - (-) C (20.9) A (2.5) A (0) C (20.9) 2024 Build + Imp C (16.9) SB Approach A (8.8) - (-) - (-) - (-) C (18.4) C (16.7) A (2.5) A (0) C (16.9) PM Peak Hour Existing B (12.2) SB Approach A (8.2) - (-) - (-) - (-) B (12.2) A (4.4) A (0) B (12.2) 2024 No Build B (14.7) SB Approach A (8.6) - (-) - (-) - (-) B (14.7) A (3.6) A (0) B (14.7) 2024 Build C (19.6) SB Approach A (9) - (-) - (-) - (-) C (19.6) A (4.4) A (0) C (19.6) 2024 Build + Imp C (15.9) SB Approach A (9) - (-) - (-) - (-) E (41.4) B (11.1) A (4.4) A (0) C (15.9) 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 19 Blue Clay Road at Sidbury Road This unsignalized intersection currently operated at LOS C in the AM peak and LOS B in the PM peak. In 2024 future no build conditions, LOS D is expected in the AM peak and LOS C in the PM peak. In full build conditions, LOS E is expected in the AM peak and LOS D in the PM peak. While a drop in LOS is not ideal, this is typical for a stop- controlled intersection of this nature (northbound and westbound being the major approach). The delay is expected to be short-lived. It is recommended to convert this intersection into an all-way stop control. This improvement will decrease the queues at this intersection. Note, these improvements are not solely the responsibility of the developer and were offered as potential interim intersection improvements and NCDOT will need to further investigate mitigations for future traffic capacity issues. Table 6.3 - Blue Clay Road at Sidbury Road Scenario Overall LOS Level of Service by Approach (Delay in sec/veh) Westbound Northbound Southbound Northbound L T R L T R L T R AM Peak Hour Existing C (16.5) WB Approach C (16.5) - (-) - (-) A (7.7) A (0) C (16.5) A (0) A (4.8) 2024 No Build D (29.3) WB Approach D (29.3) - (-) - (-) A (7.9) A (0) D (29.3) A (0) A (4.9) 2024 Build E (48.1) WB Approach E (48.1) - (-) - (-) A (8) A (0) E (48.1) A (0) A (5) 2024 Build + Imp F (62.8) WB Approach F (62.8) B (13.2) - (-) B (10.2) F (62.8) B (13.2) B (10.2) PM Peak Hour Existing B (13.9) WB Approach B (13.9) - (-) - (-) A (8.3) A (0) B (13.9) A (0) A (6.6) 2024 No Build C (20.4) WB Approach C (20.4) - (-) - (-) A (8.8) A (0) C (20.4) A (0) A (6.7) 2024 Build D (28) WB Approach D (28) - (-) - (-) A (9.1) A (0) D (28) A (0) A (6.9) 2024 Build + Imp E (40.4) NB Approach D (25.2) E (40.4) - (-) A (10.0) D (25.2) E (40.4) A (10.0) 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 20 N. College Road at Blue Clay Road This signalized intersection currently operates at LOS C in the AM peak and LOS D in the PM peak. In 2024 future no build conditions, LOS E is expected in the AM peak and LOS F in the PM peak. In full build conditions, the level of services is expected to remain the same. To address the queuing issue at this signal, it is recommended to construct a westbound right turn lane of 150 feet of storage and appropriate taper and revise the signal to accommodate the additional traffic. Note, these improvements are not solely the responsibility of the developer and were offered as potential interim intersection improvements and NCDOT will need to further investigate mitigations for future traffic capacity issues. Table 6.4 - North College Road at Blue Clay Road Scenario Overall LOS Level of Service by Approach (Delay i n sec/veh) Eastbound Westbound Northbound Southbound L T R L T R L T R L T R AM Peak Hour Existing C (28) D (47.1) C (34.5) B (18.1) C (20) D (45.3) C (34.6) A (8.7) B (19.8) B (19.9) D (40) B (19.7) C (31) B (19.8) 2024 No Bui ld E (61.4) F (216.9) D (53.4) D (53.9) E (56.4) E (61.8) D (40.9) A (9.4) D (49.9) D (42.3) F (121) E (55.9) D (37.4) D (43.9) 2024 Build E (65) F (220) E (58.6) E (59.8) E (74.1) E (62.2) D (41.1) A (9.4) D (51.3) D (42.6) F (123.8) E (70.6) D (37.2) D (44.5) 2024 Build + Imp E (58.6) F (220) E (58.6) E (59.8) D (41) B (13.1) E (62.2) D (41.1) A (9.4) D (51.3) D (42.6) F (123.8) D (38.2) D (37.2) D (44.5) PM Peak Hour Existing D (49) F (167.6) D (37.2) C (22.8) C (26.4) D (38) C (34.7) A (9.2) B (13.9) C (33) F (114.2) C (25.6) C (33.5) C (30.4) 2024 No Build F (145) F (615.4) F (85.6) F (93.4) F (185.8) E (66.7) D (53.6) B (17.3) C (30.8) D (43.2) F (359.9) F (164.2) D (49.6) D (41.4) 2024 Build F (164.8) F (713.6) F (110.4) F (114.7) F (225.1) E (70.1) D (53.6) B (17.7) C (31.2) D (43.2) F (404.6) F (198) D (48.1) D (41.3) 2024 Build + Imp F (136.2) F (713.6) F (110.4) F (114.7) E (75.9) A (9.4) E (70.1) D (53.6) B (17.7) C (31.2) D (43.2) F (404.6) E (68.9) D (48.1) D (41.3) 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 21 Dairy Farm Road at Site Access 1 This site access is proposed to be a full movement configuration. In 2024 future build conditions, LOS A is expected for both the AM and PM peaks. Based on NCDOT Driveway Manual, this intersection will not warrant auxiliary lanes. Therefore, no improvements are recommended for this intersection. Design site access according to NCDOT standards. Table 6.5 - Old Dairy Road at Site Access 1 Scenario Overall LOS Level of Service by Approach (Delay in sec/veh) Eastbound Northbound Southbound L T R L T R L T R AM Peak Hour 2024 Build A (9.8) EB Approach A (9.8) A (7.7) A (0) - (-) - (-) A (9.8) A (1.5) A (0) PM Peak Hour 2024 Build A (9.1) EB Approach A (9.1) A (7.6) A (0) - (-) - (-) A (9.1) A (1.2) A (0) Dairy Farm Road at Site Access 2 This site access is proposed to be a full movement configuration. In 2024 future build conditions, LOS A is expected for both the AM and PM peaks. Based on NCDOT Driveway Manual, this intersection will not warrant auxiliary lanes. Therefore, no improvements are recommended for this intersection. Design site access according to NCDOT standards. Table 6.6 - Old Dairy Road at Site Access 2 Scenario Overall LOS Level of Service by Approach (Delay in sec/veh) Eastbound Northbound Southbound L T R L T R L T R AM Peak Hour 2024 Build A (9.4) EB Approach A (9.4) A (7.6) A (0) - (-) - (-) A (9.4) A (0.9) A (0) PM Peak Hour 2024 Build A (8.6) EB Approach A (8.6) A (7.3) A (0) - (-) - (-) A (8.6) A (0.7) A (0) 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 22 Dairy Farm Road at Site Access 3 This site access is proposed to be a full movement configuration. In 2024 future build conditions, LOS A is expected for both the AM and PM peaks. Based on NCDOT Driveway Manual, this intersection will not warrant auxiliary lanes. Therefore, no improvements are recommended for this intersection. Design site access according to NCDOT standards. Table 6.7 - Old Dairy Road at Site Access 3 Scenario Overall LOS Level of Service by Approach (Delay in sec/veh) Eastbound Northbound Southbound L T R L T R L T R AM Peak Hour 2024 Build A (9.3) EB Approach A (9.3) A (7.6) A (0) - (-) - (-) A (9.3) A (0.3) A (0) PM Peak Hour 2024 Build A (8.5) EB Approach A (8.5) A (7.3) A (0) - (-) - (-) A (8.5) A (0.3) A (0) 6.6 Full Build Recommended Improvements The recommended improvements for full build are listed below: Sidbury Road at Dairy Farm Road • Extend eastbound left turn lane to 400 feet of storage and appropriate taper Blue Clay Road at Sidbury Road • Convert intersection to an all-way stop control N. College Road at Blue Clay Road • Provide a westbound right turn lane with 150 feet storage and appropriate taper • Revise signal Dairy Farm Road at Site Access 1 • Design site access according to NCDOT standards. Dairy Farm Road at Site Access 2 • Design site access according to NCDOT standards. Dairy Farm Road at Site Access 3 • Design site access according to NCDOT standards. *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. FIGURE 9 RECOMMENDED IMPROVEMENTS SIDBURY CROSSING DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED GREEN = COMMITTED IMPROVEMENTS ROADWAY LEGEND Sidbury Road Da i r y F a r m R o a d N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 400' 12 5 ' 150' 150' 10 0 ' 25 0 ' MODIFICATION: Convert to an all-way stop control. 150' 15 0 ' SIGNAL MODIFICATION: With the addition of the turn lane, it is also recommended to modify the signal to accommodate traffic. Site Access 1 Site Access 2 Site Access 3 ~3,775'~1,375' ~6 5 0 ' ~9 5 0 ' ~9 5 0 ' 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 24 7.0 Queue Results Below in Tables 7.1-7.4 are the queue results for all exclusive turn lanes. Table 7.1 - Queue Results AM Peak Hour Queues Scenario Sidbury Road at Dairy Farm Road Blue Clay Road & Sidbury Road N College Road & Blue Clay Road 2020 Existing EBL WBTR 0 SBLR WBLR NBTR SBLT EBL EBTR WBL 0 WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 25 51 136 25 100 607 199 283 125 253 70 174 272 95th Percentile Queue (ft) 17 52 116 15 123 382 90 189 119 223 51 120 217 Storage Bay (ft) 150 50 150 75 250 125 2024 Future No Build EBL WBTR SBLR WBLR NBTR SBLT EBL EBTR WBL WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 31 92 276 25 200 2903 200 387 100 580 400 174 402 95th Percentile Queue (ft) 30 66 210 14 224 3569 216 341 112 487 292 208 396 Storage Bay (ft) 150 150 150 100 250 125 2024 Build EBL WBTR SBLR WBLR NBTR SBLT EBL EBTR WBL WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 53 21 115 314 53 200 2866 200 562 150 486 400 174 440 95th Percentile Queue (ft) 38 7 103 232 27 215 3267 252 527 189 421 264 206 404 Storage Bay (ft) 150 150 150 100 250 125 2024 Build + Imps EBL WBTR SBL SBR WBLR NBTR SBLT EBL EBTR WBL WBT WBR NBL NBT NBR SBL SBTR Max Queue (ft) 31 22 74 104 162 92 72 200 1841 128 177 195 150 439 400 175 408 95th Percentile Queue (ft) 35 7 44 82 154 73 43 200 1957 112 157 106 185 323 213 225 368 Storage Bay (ft) 400 150 150 150 150 100 250 125 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 25 Table 7.2 - Queue Results PM Peak Hour Queues Scenario Sidbury Road at Dairy Farm Road Blue Clay Road & Sidbury Road N College Road & Blue Clay Road 2020 Existing EBL WBTR 0 SBLR WBLR NBTR SBLT EBL EBTR WBL 0 WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 54 22 66 161 27 100 2866 200 372 60 202 24 175 362 95th Percentile Queue (ft) 54 7 52 115 24 100 2952 114 260 43 156 8 200 370 Storage Bay (ft) 150 50 150 75 250 125 2024 Future No Build EBL WBTR SBLR WBLR NBT R SBLT EBL EBTR WBL WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 53 51 133 48 200 2890 200 1287 100 482 49 174 659 95th Percentile Queue (ft) 54 42 108 21 201 3417 260 1297 97 361 29 190 621 Storage Bay (ft) 150 150 150 100 250 125 2024 Build EBL WBTR SBLR WBLR NBTR SBLT EBL EBTR WBL WBTR NBL NBT NBR SBL SBTR Max Queue (ft) 143 70 1019 22 29 200 2885 200 1314 150 444 400 175 594 95th Percentile Queue (ft) 84 61 869 9 25 200 3650 270 1567 94 355 212 212 535 Storage Bay (ft) 150 150 150 100 250 125 2024 Build + Imps EBL SBL SBR WBLR NBTR SBLT EBL EBTR WBL WBT WBR NBL NBT NBR SBL SBTR Max Queue (ft) 75 30 45 66 116 114 30 200 2885 200 775 200 149 578 400 175 556 95th Percentile Queue (ft) 73 10 35 45 104 117 33 203 3697 211 678 228 104 399 152 209 506 Storage Bay (ft) 400 150 150 150 150 100 250 125 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 26 Table 7.3 - Queue Results AM Peak Hour Queues Scenario Dairy Farm Road & Site Access 1 Dairy Farm Road & Site Access 2 Dairy Farm Road & Site Access 3 2024 Build EBLR NBLT EBLR NBLT EBLR NBLT Max Queue (ft) 42 26 66 20 95th Percentile Queue (ft) 38 15 53 17 Storage Bay (ft) Table 7.4 - Queue Results PM Peak Hour Queues Scenari o Dairy Farm Road & Site Access 1 Dairy Farm Road & Site Access 2 Dairy Farm Road & Site Access 3 2024 Build EBLR NBLT EBLR NBLT EBLR NBLT Max Queue (ft) 42 52 24 18 25 95th Percentile Queue (ft) 38 39 12 13 8 Storage Bay (ft) 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 27 8.0 Summary and Conclusion The proposed Sidbury Crossing is to be located across Sidbury Road between I-40 and Dairy Farm Road in New Hanover County, North Carolina. The development will utilize three (3) site accesses. All three site accesses are proposed to be full access with each located on Dairy Farm Road between Sidbury Road and Blue Clay Road. The Sidbury Crossing will be analyzed for one (1) full build: • Full Build will consist of 320 apartment dwelling units. The build year for Full Build is assumed to be 2024. Full Build’s trip generation indicates that the proposed development is expected to generate 115 trips in th e AM peak, and 141 trips in the PM peak. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of both background traffic and new development traffic. Based on the analysis of the development there were a couple intersections that operated below the ideal level of service. Note, these improvements are not solely the responsibility of the developer and were offered as potential interim intersection improvements and NCDOT will need to further investigate mitigations for future traffic capacity issues. The recommended improvements at the study intersections are summarized in Table 8.1 below. Table 8.1 – Recommended Improvement Summary Intersection 2024 Full Build Sidbury Road at Dairy Farm Road • Extend eastbound left turn lane to 400 feet of storage and appropriate taper Sidbury Road at Blue Clay Road • Convert intersection to an all-way stop control Blue Clay Road at N. College Road • Provide a westbound right turn lane with 150 feet storage and appropriate taper • Revise signal Dairy Farm Road at Site Access 1 • Design site access according to NCDOT standards Dairy Farm Road at Site Access 2 • Design site access according to NCDOT standards Dairy Farm Road at Site Access 3 • Design site access according to NCDOT standards In conclusion, this study has reviewed the impacts of both background traffic and proposed development traffic and has provided recommendations to accommodate future traffic. Please note the proposed site access should be designed according to NCDOT standards. 6/26/2020 Sidbury Crossing – Transportation Impact Analysis 28 Appendix 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Level of Ser vice Analysis 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Sidbury Road at Dairy Farm Road HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 AM Existing Sidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 3.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 40 127 330 21 16 148 Future Vol, veh/h 40 127 330 21 16 148 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 44 141 367 23 18 164 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 390 0 - 0 608 379 Stage 1 - - - - 379 - Stage 2 - - - - 229 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1169 - - - 459 668 Stage 1 - - - - 692 - Stage 2 - - - - 809 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1169 - - - 442 668 Mov Cap-2 Maneuver - - - - 442 - Stage 1 - - - - 666 - Stage 2 - - - - 809 - Approach EB WB SB HCM Control Delay, s 2 0 12.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1169 - - - 636 HCM Lane V/C Ratio 0.038 - - - 0.287 HCM Control Delay (s) 8.2 - - - 12.9 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 1.2 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 PM Existing Sidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 215 191 180 20 15 76 Future Vol, veh/h 215 191 180 20 15 76 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 239 212 200 22 17 84 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 222 0 - 0 901 211 Stage 1 - - - - 211 - Stage 2 - - - - 690 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1347 - - - 309 829 Stage 1 - - - - 824 - Stage 2 - - - - 498 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1347 - - - 254 829 Mov Cap-2 Maneuver - - - - 254 - Stage 1 - - - - 678 - Stage 2 - - - - 498 - Approach EB WB SB HCM Control Delay, s 4.4 0 12.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1347 - - - 604 HCM Lane V/C Ratio 0.177 - - - 0.167 HCM Control Delay (s) 8.2 - - - 12.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.6 - - - 0.6 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 AM No BuildSidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 3.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 43 175 450 23 17 157 Future Vol, veh/h 43 175 450 23 17 157 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 48 194 500 26 19 174 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 526 0 - 0 803 513 Stage 1 - - - - 513 - Stage 2 - - - - 290 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1041 - - - 353 561 Stage 1 - - - - 601 - Stage 2 - - - - 759 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1041 - - - 337 561 Mov Cap-2 Maneuver - - - - 337 - Stage 1 - - - - 573 - Stage 2 - - - - 759 - Approach EB WB SB HCM Control Delay, s 1.7 0 15.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1041 - - - 527 HCM Lane V/C Ratio 0.046 - - - 0.367 HCM Control Delay (s) 8.6 - - - 15.7 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.1 - - - 1.7 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 PM No Build Sidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 3.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 227 317 263 22 16 80 Future Vol, veh/h 227 317 263 22 16 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 252 352 292 24 18 89 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 316 0 - 0 1160 304 Stage 1 - - - - 304 - Stage 2 - - - - 856 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1244 - - - 216 736 Stage 1 - - - - 748 - Stage 2 - - - - 416 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1244 - - - 172 736 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 596 - Stage 2 - - - - 416 - Approach EB WB SB HCM Control Delay, s 3.6 0 14.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1244 - - - 476 HCM Lane V/C Ratio 0.203 - - - 0.224 HCM Control Delay (s) 8.6 - - - 14.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.8 - - - 0.9 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 69 175 450 28 30 229 Future Vol, veh/h 69 175 450 28 30 229 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 77 194 500 31 33 254 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 531 0 - 0 864 516 Stage 1 - - - - 516 - Stage 2 - - - - 348 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1036 - - - 325 559 Stage 1 - - - - 599 - Stage 2 - - - - 715 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1036 - - - 301 559 Mov Cap-2 Maneuver - - - - 301 - Stage 1 - - - - 555 - Stage 2 - - - - 715 - Approach EB WB SB HCM Control Delay, s 2.5 0 20.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1036 - - - 509 HCM Lane V/C Ratio 0.074 - - - 0.565 HCM Control Delay (s) 8.8 - - - 20.9 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 3.5 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 300 317 263 35 24 127 Future Vol, veh/h 300 317 263 35 24 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 333 352 292 39 27 141 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 331 0 - 0 1330 312 Stage 1 - - - - 312 - Stage 2 - - - - 1018 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1228 - - - 171 728 Stage 1 - - - - 742 - Stage 2 - - - - 349 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1228 - - - 125 728 Mov Cap-2 Maneuver - - - - 125 - Stage 1 - - - - 541 - Stage 2 - - - - 349 - Approach EB WB SB HCM Control Delay, s 4.4 0 19.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1228 - - - 412 HCM Lane V/C Ratio 0.271 - - - 0.407 HCM Control Delay (s) 9 - - - 19.6 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 1.1 - - - 1.9 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 5.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 69 175 450 28 30 229 Future Vol, veh/h 69 175 450 28 30 229 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 400 - - - 150 0 Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 77 194 500 31 33 254 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 531 0 - 0 864 516 Stage 1 - - - - 516 - Stage 2 - - - - 348 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1036 - - - 325 559 Stage 1 - - - - 599 - Stage 2 - - - - 715 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1036 - - - 301 559 Mov Cap-2 Maneuver - - - - 301 - Stage 1 - - - - 555 - Stage 2 - - - - 715 - Approach EB WB SB HCM Control Delay, s 2.5 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)1036 - - - 301 559 HCM Lane V/C Ratio 0.074 - - - 0.111 0.455 HCM Control Delay (s) 8.8 - - - 18.4 16.7 HCM Lane LOS A - - - C C HCM 95th %tile Q(veh) 0.2 - - - 0.4 2.4 HCM 2010 TWSC 100: Sidbury Road & Dairy Farm Road 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 2 Intersection Int Delay, s/veh 4.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 300 317 263 35 24 127 Future Vol, veh/h 300 317 263 35 24 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 400 - - - 150 0 Veh in Median Storage, # - 0 0 - 0 - Grade, %- 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 333 352 292 39 27 141 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 331 0 - 0 1330 312 Stage 1 - - - - 312 - Stage 2 - - - - 1018 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1228 - - - 171 728 Stage 1 - - - - 742 - Stage 2 - - - - 349 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1228 - - - 125 728 Mov Cap-2 Maneuver - - - - 125 - Stage 1 - - - - 541 - Stage 2 - - - - 349 - Approach EB WB SB HCM Control Delay, s 4.4 0 15.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)1228 - - - 125 728 HCM Lane V/C Ratio 0.271 - - - 0.213 0.194 HCM Control Delay (s) 9 - - - 41.4 11.1 HCM Lane LOS A - - - E B HCM 95th %tile Q(veh) 1.1 - - - 0.8 0.7 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Sidbury Road at Blue Clay Road HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 AM Existing Sidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 10.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 428 18 5 205 21 13 Future Vol, veh/h 428 18 5 205 21 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 476 20 6 228 23 14 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 180 120 0 0 234 0 Stage 1 120 - - - - - Stage 2 60 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 810 931 - - 1333 - Stage 1 905 - - - - - Stage 2 963 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 796 931 - - 1333 - Mov Cap-2 Maneuver 796 - - - - - Stage 1 890 - - - - - Stage 2 963 - - - - - Approach WB NB SB HCM Control Delay, s 16.5 0 4.8 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 801 1333 - HCM Lane V/C Ratio - - 0.619 0.018 - HCM Control Delay (s) - - 16.5 7.7 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 4.4 0.1 - HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 PM Existing Sidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 5.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 256 22 16 398 15 4 Future Vol, veh/h 256 22 16 398 15 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 284 24 18 442 17 4 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 277 239 0 0 460 0 Stage 1 239 - - - - - Stage 2 38 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 713 800 - - 1101 - Stage 1 801 - - - - - Stage 2 984 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 702 800 - - 1101 - Mov Cap-2 Maneuver 702 - - - - - Stage 1 789 - - - - - Stage 2 984 - - - - - Approach WB NB SB HCM Control Delay, s 13.9 0 6.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 709 1101 - HCM Lane V/C Ratio - - 0.436 0.015 - HCM Control Delay (s) - - 13.9 8.3 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 2.2 0 - HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 AM No BuildSidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 19.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 553 20 6 257 23 14 Future Vol, veh/h 553 20 6 257 23 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 614 22 7 286 26 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 218 150 0 0 293 0 Stage 1 150 - - - - - Stage 2 68 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 770 896 - - 1269 - Stage 1 878 - - - - - Stage 2 955 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 754 896 - - 1269 - Mov Cap-2 Maneuver 754 - - - - - Stage 1 860 - - - - - Stage 2 955 - - - - - Approach WB NB SB HCM Control Delay, s 29.3 0 4.9 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 758 1269 - HCM Lane V/C Ratio - - 0.84 0.02 - HCM Control Delay (s) - - 29.3 7.9 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 9.6 0.1 - HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 PM No Build Sidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 8.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 343 24 17 535 16 5 Future Vol, veh/h 343 24 17 535 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 381 27 19 594 18 6 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 358 316 0 0 613 0 Stage 1 316 - - - - - Stage 2 42 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 640 724 - - 966 - Stage 1 739 - - - - - Stage 2 980 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 628 724 - - 966 - Mov Cap-2 Maneuver 628 - - - - - Stage 1 725 - - - - - Stage 2 980 - - - - - Approach WB NB SB HCM Control Delay, s 20.4 0 6.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 633 966 - HCM Lane V/C Ratio - - 0.644 0.018 - HCM Control Delay (s) - - 20.4 8.8 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 4.7 0.1 - HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 32.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 625 20 6 283 23 14 Future Vol, veh/h 625 20 6 283 23 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 694 22 7 314 26 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 232 164 0 0 321 0 Stage 1 164 - - - - - Stage 2 68 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 756 881 - - 1239 - Stage 1 865 - - - - - Stage 2 955 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 740 881 - - 1239 - Mov Cap-2 Maneuver 740 - - - - - Stage 1 847 - - - - - Stage 2 955 - - - - - Approach WB NB SB HCM Control Delay, s 48.1 0 5 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 744 1239 - HCM Lane V/C Ratio - - 0.963 0.021 - HCM Control Delay (s) - - 48.1 8 0 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 14.8 0.1 - HCM 2010 TWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 4 Intersection Int Delay, s/veh 11.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 390 24 17 608 16 5 Future Vol, veh/h 390 24 17 608 16 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 433 27 19 676 18 6 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 399 357 0 0 695 0 Stage 1 357 - - - - - Stage 2 42 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 607 687 - - 901 - Stage 1 708 - - - - - Stage 2 980 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 595 687 - - 901 - Mov Cap-2 Maneuver 595 - - - - - Stage 1 694 - - - - - Stage 2 980 - - - - - Approach WB NB SB HCM Control Delay, s 28 0 6.9 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 600 901 - HCM Lane V/C Ratio - - 0.767 0.02 - HCM Control Delay (s) - - 28 9.1 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 7 0.1 - HCM 2010 AWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 4 Intersection Intersection Delay, s/veh 46 Intersection LOS E Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 625 20 6 283 23 14 Future Vol, veh/h 625 20 6 283 23 14 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 694 22 7 314 26 16 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 62.8 13.2 10.2 HCM LOS F B B Lane NBLn1 WBLn1 SBLn1 Vol Left, %0% 97% 62% Vol Thru, %2% 0% 38% Vol Right, %98% 3% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 289 645 37 LT Vol 0 625 23 Through Vol 6 0 14 RT Vol 283 20 0 Lane Flow Rate 321 717 41 Geometry Grp 1 1 1 Degree of Util (X)0.47 1.025 0.073 Departure Headway (Hd)5.449 5.148 6.681 Convergence, Y/N Yes Yes Yes Cap 665 710 539 Service Time 3.449 3.148 4.681 HCM Lane V/C Ratio 0.483 1.01 0.076 HCM Control Delay 13.2 62.8 10.2 HCM Lane LOS B F B HCM 95th-tile Q 2.5 17.5 0.2 HCM 2010 AWSC 200: Blue Clay Road & Sidbury Road 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 4 Intersection Intersection Delay, s/veh 33.9 Intersection LOS D Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 390 24 17 608 16 5 Future Vol, veh/h 390 24 17 608 16 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 433 27 19 676 18 6 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 25.2 40.4 10 HCM LOS D E A Lane NBLn1 WBLn1 SBLn1 Vol Left, %0% 94% 76% Vol Thru, %3% 0% 24% Vol Right, %97% 6% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 625 414 21 LT Vol 0 390 16 Through Vol 17 0 5 RT Vol 608 24 0 Lane Flow Rate 694 460 23 Geometry Grp 1 1 1 Degree of Util (X)0.932 0.757 0.043 Departure Headway (Hd)4.829 5.926 6.574 Convergence, Y/N Yes Yes Yes Cap 750 612 541 Service Time 2.885 3.967 4.661 HCM Lane V/C Ratio 0.925 0.752 0.043 HCM Control Delay 40.4 25.2 10 HCM Lane LOS E D A HCM 95th-tile Q 13.2 6.8 0.1 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Blue Clay Road at N. College Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM Existing Sidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 181 223 12 47 128 88 89 418 123 123 234 231 Future Volume (vph) 181 223 12 47 128 88 89 418 123 123 234 231 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)50 0 150 0 75 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.939 0.850 0.925 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1850 0 1770 1749 0 1770 1863 1583 1770 1723 0 Flt Permitted 0.610 0.342 0.253 0.270 Satd. Flow (perm)1136 1850 0 637 1749 0 471 1863 1583 503 1723 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)201 248 13 52 142 98 99 464 137 137 260 257 Shared Lane Traffic (%) Lane Group Flow (vph) 201 261 0 52 240 0 99 464 137 137 517 0 Turn Type Perm NA pm+pt NA Perm NA pm+ov pm+pt NA Protected Phases 4 3 8 2 3 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 3 8 2 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 14.0 14.0 7.0 7.0 14.0 Minimum Split (s)13.2 13.2 12.6 13.2 21.0 21.0 12.6 12.6 20.0 Total Split (s)25.0 25.0 15.0 25.0 90.0 90.0 15.0 15.0 90.0 Total Split (%)17.2% 17.2% 10.3% 17.2% 62.1% 62.1% 10.3% 10.3% 62.1% Maximum Green (s) 18.8 18.8 9.4 18.8 84.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.2 5.2 3.0 5.2 4.7 4.7 3.0 3.0 4.7 All-Red Time (s)1.0 1.0 2.6 1.0 1.3 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -1.2 -1.2 -0.6 -1.2 -1.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 6.0 6.0 2.0 1.0 6.0 Minimum Gap (s)2.0 2.0 2.0 2.0 3.4 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0 30.0 Recall Mode None None None None Min Min None None Min Act Effct Green (s)20.1 20.1 32.9 32.9 26.4 26.4 34.2 39.1 39.1 Actuated g/C Ratio 0.25 0.25 0.40 0.40 0.32 0.32 0.42 0.48 0.48 v/c Ratio 0.72 0.58 0.14 0.34 0.66 0.77 0.21 0.38 0.63 Control Delay 47.1 34.5 18.1 20.0 45.3 34.6 8.7 19.8 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.1 34.5 18.1 20.0 45.3 34.6 8.7 19.8 19.9 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM Existing Sidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS D C B C D C A B B Approach Delay 40.0 19.7 31.0 19.8 Approach LOS D B C B Queue Length 50th (ft) 94 117 16 83 43 211 25 38 188 Queue Length 95th (ft) #228 220 44 163 #103 321 45 69 289 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft)50 150 75 250 125 Base Capacity (vph) 278 453 394 749 464 1838 703 409 1723 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.58 0.13 0.32 0.21 0.25 0.19 0.33 0.30 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 82 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 28.0 Intersection LOS: C Intersection Capacity Utilization 76.9%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM Existing Sidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 265 145 39 88 200 112 24 278 18 109 443 253 Future Volume (vph) 265 145 39 88 200 112 24 278 18 109 443 253 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)50 0 150 0 75 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.968 0.946 0.850 0.945 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1803 0 1770 1762 0 1770 1863 1583 1770 1760 0 Flt Permitted 0.553 0.414 0.172 0.404 Satd. Flow (perm)1030 1803 0 771 1762 0 320 1863 1583 753 1760 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)294 161 43 98 222 124 27 309 20 121 492 281 Shared Lane Traffic (%) Lane Group Flow (vph) 294 204 0 98 346 0 27 309 20 121 773 0 Turn Type Perm NA pm+pt NA Perm NA pm+ov pm+pt NA Protected Phases 4 3 8 2 3 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 3 8 2 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 14.0 14.0 7.0 7.0 14.0 Minimum Split (s)13.2 13.2 12.6 13.2 21.0 21.0 12.6 12.6 20.0 Total Split (s)25.0 25.0 15.0 25.0 90.0 90.0 15.0 15.0 90.0 Total Split (%)17.2% 17.2% 10.3% 17.2% 62.1% 62.1% 10.3% 10.3% 62.1% Maximum Green (s) 18.8 18.8 9.4 18.8 84.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.2 5.2 3.0 5.2 4.7 4.7 3.0 3.0 4.7 All-Red Time (s)1.0 1.0 2.6 1.0 1.3 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -1.2 -1.2 -0.6 -1.2 -1.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 6.0 6.0 2.0 1.0 6.0 Minimum Gap (s)2.0 2.0 2.0 2.0 3.4 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0 30.0 Recall Mode None None None None Min Min None None Min Act Effct Green (s)20.4 20.4 34.2 34.2 23.3 23.3 32.0 43.4 43.4 Actuated g/C Ratio 0.23 0.23 0.39 0.39 0.27 0.27 0.36 0.49 0.49 v/c Ratio 1.23 0.49 0.25 0.50 0.32 0.62 0.03 0.22 0.89 Control Delay 167.6 37.2 22.8 26.4 38.0 34.7 9.2 13.9 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 167.6 37.2 22.8 26.4 38.0 34.7 9.2 13.9 33.0 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM Existing Sidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F D C C D C A B C Approach Delay 114.2 25.6 33.5 30.4 Approach LOS F C C C Queue Length 50th (ft) ~200 96 34 141 12 148 3 34 356 Queue Length 95th (ft) #456 210 89 299 40 254 10 62 538 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft)50 150 75 250 125 Base Capacity (vph) 239 419 416 718 298 1737 604 552 1734 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.23 0.49 0.24 0.48 0.09 0.18 0.03 0.22 0.45 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 87.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.23 Intersection Signal Delay: 49.0 Intersection LOS: D Intersection Capacity Utilization 99.1%ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM No BuildSidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 204 259 31 85 187 107 100 440 142 135 247 248 Future Volume (vph) 204 259 31 85 187 107 100 440 142 135 247 248 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 0 100 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 0 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.945 0.850 0.925 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1833 0 1770 1760 0 1770 1863 1583 1770 1723 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1833 0 1770 1760 0 1770 1863 1583 1770 1723 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)227 288 34 94 208 119 111 489 158 150 274 276 Shared Lane Traffic (%) Lane Group Flow (vph) 227 322 0 94 327 0 111 489 158 150 550 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -2.0 -1.2 -0.6 -1.2 -2.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None Min None None Min Act Effct Green (s)9.1 20.5 9.4 20.8 9.1 30.1 39.5 13.5 34.5 Actuated g/C Ratio 0.10 0.22 0.10 0.22 0.10 0.32 0.42 0.14 0.37 v/c Ratio 1.33 0.80 0.53 0.84 0.65 0.82 0.24 0.59 0.87 Control Delay 216.9 53.4 53.9 56.4 61.8 40.9 9.4 49.9 42.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 216.9 53.4 53.9 56.4 61.8 40.9 9.4 49.9 42.3 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM No BuildSidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F D D E E D A D D Approach Delay 121.0 55.9 37.4 43.9 Approach LOS F E D D Queue Length 50th (ft) ~176 183 53 185 64 265 29 84 297 Queue Length 95th (ft) #370 #388 #119 #395 #166 385 50 #171 431 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 100 250 125 Base Capacity (vph) 171 401 190 398 171 1691 679 254 1578 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.33 0.80 0.49 0.82 0.65 0.29 0.23 0.59 0.35 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 93.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.33 Intersection Signal Delay: 61.4 Intersection LOS: E Intersection Capacity Utilization 78.3%ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM No Build Sidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 288 214 54 116 253 127 46 292 60 131 467 280 Future Volume (vph) 288 214 54 116 253 127 46 292 60 131 467 280 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 0 100 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 0 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.970 0.950 0.850 0.944 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1807 0 1770 1770 0 1770 1863 1583 1770 1758 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1807 0 1770 1770 0 1770 1863 1583 1770 1758 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)320 238 60 129 281 141 51 324 67 146 519 311 Shared Lane Traffic (%) Lane Group Flow (vph) 320 298 0 129 422 0 51 324 67 146 830 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -2.0 -1.2 -0.6 -1.2 -2.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None Min None None Min Act Effct Green (s)9.4 20.9 10.4 21.9 9.4 27.5 38.0 37.4 59.8 Actuated g/C Ratio 0.08 0.18 0.09 0.19 0.08 0.23 0.32 0.32 0.51 v/c Ratio 2.27 0.93 0.82 1.27 0.36 0.74 0.13 0.26 0.93 Control Delay 615.4 85.6 93.4 185.8 66.7 53.6 17.3 30.8 43.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 615.4 85.6 93.4 185.8 66.7 53.6 17.3 30.8 43.2 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM No Build Sidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F F F F E D B C D Approach Delay 359.9 164.2 49.6 41.4 Approach LOS F F D D Queue Length 50th (ft) ~412 235 101 ~435 39 238 23 79 579 Queue Length 95th (ft) #709 #526 #270 #784 94 364 50 152 778 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 100 250 125 Base Capacity (vph) 141 322 157 331 141 1378 512 565 1312 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.27 0.93 0.82 1.27 0.36 0.24 0.13 0.26 0.63 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 117.2 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.27 Intersection Signal Delay: 145.0 Intersection LOS: F Intersection Capacity Utilization 101.2%ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 204 271 31 111 221 120 100 440 151 140 247 248 Future Volume (vph) 204 271 31 111 221 120 100 440 151 140 247 248 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 0 100 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.947 0.850 0.925 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1835 0 1770 1764 0 1770 1863 1583 1770 1723 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1835 0 1770 1764 0 1770 1863 1583 1770 1723 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)227 301 34 123 246 133 111 489 168 156 274 276 Shared Lane Traffic (%) Lane Group Flow (vph) 227 335 0 123 379 0 111 489 168 156 550 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -2.0 -1.2 -0.6 -1.2 -2.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None Min None None Min Act Effct Green (s)9.1 20.2 10.1 21.2 9.1 30.1 40.2 13.5 34.5 Actuated g/C Ratio 0.10 0.21 0.11 0.23 0.10 0.32 0.43 0.14 0.37 v/c Ratio 1.34 0.85 0.65 0.95 0.65 0.82 0.25 0.62 0.87 Control Delay 220.0 58.6 59.8 74.1 62.2 41.1 9.4 51.3 42.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 220.0 58.6 59.8 74.1 62.2 41.1 9.4 51.3 42.6 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F E E E E D A D D Approach Delay 123.8 70.6 37.2 44.5 Approach LOS F E D D Queue Length 50th (ft) ~176 192 71 222 64 265 31 88 297 Queue Length 95th (ft) #370 #410 #176 #479 #166 385 53 #186 431 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 100 250 125 Base Capacity (vph) 170 393 189 397 170 1688 677 253 1575 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.34 0.85 0.65 0.95 0.65 0.29 0.25 0.62 0.35 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 94 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 65.0 Intersection LOS: E Intersection Capacity Utilization 80.9%ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 288 248 54 133 275 135 46 292 86 144 467 280 Future Volume (vph) 288 248 54 133 275 135 46 292 86 144 467 280 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 0 100 250 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.951 0.850 0.944 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1812 0 1770 1771 0 1770 1863 1583 1770 1758 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1812 0 1770 1771 0 1770 1863 1583 1770 1758 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)320 276 60 148 306 150 51 324 96 160 519 311 Shared Lane Traffic (%) Lane Group Flow (vph) 320 336 0 148 456 0 51 324 96 160 830 0 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -1.2 -1.2 -0.6 -1.2 -1.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.8 5.0 5.0 5.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None Min None None Min Act Effct Green (s)8.6 20.9 10.4 21.9 8.4 27.5 38.0 37.4 59.8 Actuated g/C Ratio 0.07 0.18 0.09 0.19 0.07 0.23 0.32 0.32 0.51 v/c Ratio 2.48 1.04 0.94 1.38 0.40 0.74 0.19 0.28 0.93 Control Delay 713.6 110.4 114.7 225.1 70.1 53.6 17.7 31.2 43.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 713.6 110.4 114.7 225.1 70.1 53.6 17.7 31.2 43.2 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F F F F E D B C D Approach Delay 404.6 198.0 48.1 41.3 Approach LOS F F D D Queue Length 50th (ft) ~422 ~302 ~119 ~490 39 238 34 87 579 Queue Length 95th (ft) #719 #607 #314 #856 #95 364 68 166 778 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 100 250 125 Base Capacity (vph) 129 323 157 331 126 1378 512 565 1312 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.48 1.04 0.94 1.38 0.40 0.24 0.19 0.28 0.63 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 117.2 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.48 Intersection Signal Delay: 164.8 Intersection LOS: F Intersection Capacity Utilization 104.0%ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 204 271 31 111 221 120 100 440 151 140 247 248 Future Volume (vph) 204 271 31 111 221 120 100 440 151 140 247 248 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 150 100 250 125 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.850 0.850 0.925 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1835 0 1770 1863 1583 1770 1863 1583 1770 1723 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1835 0 1770 1863 1583 1770 1863 1583 1770 1723 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)227 301 34 123 246 133 111 489 168 156 274 276 Shared Lane Traffic (%) Lane Group Flow (vph) 227 335 0 123 246 133 111 489 168 156 550 0 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 12.6 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 15.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 10.3% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 9.4 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 3.0 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.6 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -2.0 -1.2 -0.6 -1.2 -2.0 -2.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.0 5.0 5.0 5.0 3.6 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 1.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 1.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None Min None None Min Act Effct Green (s)9.1 20.2 10.1 21.2 37.4 9.1 30.1 40.2 13.5 34.5 Actuated g/C Ratio 0.10 0.21 0.11 0.23 0.40 0.10 0.32 0.43 0.14 0.37 v/c Ratio 1.34 0.85 0.65 0.59 0.21 0.65 0.82 0.25 0.62 0.87 Control Delay 220.0 58.6 59.8 41.0 13.1 62.2 41.1 9.4 51.3 42.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 220.0 58.6 59.8 41.0 13.1 62.2 41.1 9.4 51.3 42.6 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F E E D B E D A D D Approach Delay 123.8 38.2 37.2 44.5 Approach LOS F D D D Queue Length 50th (ft) ~176 192 71 130 33 64 265 31 88 297 Queue Length 95th (ft) #370 #410 #176 244 80 #166 385 53 #186 431 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 150 100 250 125 Base Capacity (vph) 170 393 189 419 630 170 1688 677 253 1575 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.34 0.85 0.65 0.59 0.21 0.65 0.29 0.25 0.62 0.35 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 94 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 58.6 Intersection LOS: E Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 288 248 54 133 275 135 46 292 86 144 467 280 Future Volume (vph) 288 248 54 133 275 135 46 292 86 144 467 280 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)150 0 150 150 100 250 125 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft)50 50 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.850 0.850 0.944 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 1812 0 1770 1863 1583 1770 1863 1583 1770 1758 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 1812 0 1770 1863 1583 1770 1863 1583 1770 1758 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)55 55 45 45 Link Distance (ft)2906 1387 4316 2501 Travel Time (s)36.0 17.2 65.4 37.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)320 276 60 148 306 150 51 324 96 160 519 311 Shared Lane Traffic (%) Lane Group Flow (vph) 320 336 0 148 306 150 51 324 96 160 830 0 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 Minimum Split (s)14.0 13.2 12.6 13.2 12.6 14.0 21.0 12.6 12.6 20.0 Total Split (s)14.0 25.0 15.0 25.0 15.0 14.0 90.0 15.0 15.0 90.0 Total Split (%)9.7% 17.2% 10.3% 17.2% 10.3% 9.7% 62.1% 10.3% 10.3% 62.1% Maximum Green (s)7.0 18.8 9.4 18.8 9.4 7.0 84.0 9.4 9.4 84.0 Yellow Time (s)5.0 5.2 3.0 5.2 3.0 5.0 4.7 3.0 3.0 4.7 All-Red Time (s)2.0 1.0 2.6 1.0 2.6 2.0 1.3 2.6 2.6 1.3 Lost Time Adjust (s) -1.2 -1.2 -0.6 -1.2 -2.0 -1.0 -1.0 -0.6 -0.6 -1.0 Total Lost Time (s)5.8 5.0 5.0 5.0 3.6 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 2.0 2.0 2.0 1.0 3.0 6.0 2.0 1.0 6.0 Minimum Gap (s)3.0 2.0 2.0 2.0 1.0 3.0 3.4 2.0 1.0 3.4 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None Min None None Min Act Effct Green (s)8.6 20.9 10.4 21.9 62.3 8.4 27.5 38.0 37.4 59.8 Actuated g/C Ratio 0.07 0.18 0.09 0.19 0.53 0.07 0.23 0.32 0.32 0.51 v/c Ratio 2.48 1.04 0.94 0.88 0.18 0.40 0.74 0.19 0.28 0.93 Control Delay 713.6 110.4 114.7 75.9 9.4 70.1 53.6 17.7 31.2 43.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 713.6 110.4 114.7 75.9 9.4 70.1 53.6 17.7 31.2 43.2 Lanes, Volumes, Timings 300: N College Road & Blue Clay Road 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS F F F E A E D B C D Approach Delay 404.6 68.9 48.1 41.3 Approach LOS F E D D Queue Length 50th (ft) ~422 ~302 ~119 239 35 39 238 34 87 579 Queue Length 95th (ft) #719 #607 #314 #524 83 #95 364 68 166 778 Internal Link Dist (ft)2826 1307 4236 2421 Turn Bay Length (ft) 150 150 150 100 250 125 Base Capacity (vph) 129 323 157 348 841 126 1378 512 565 1312 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.48 1.04 0.94 0.88 0.18 0.40 0.24 0.19 0.28 0.63 Intersection Summary Area Type:Other Cycle Length: 145 Actuated Cycle Length: 117.2 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.48 Intersection Signal Delay: 136.2 Intersection LOS: F Intersection Capacity Utilization 95.8%ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: N College Road & Blue Clay Road 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Dairy Farm Road at Site Access 1 HCM 2010 TWSC 600: Dairy Farm Road & Site Access 1 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 8 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 51 18 77 207 4 Future Vol, veh/h 4 51 18 77 207 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 57 20 86 230 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 358 232 234 0 - 0 Stage 1 232 - - - - - Stage 2 126 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 640 807 1333 - - - Stage 1 807 - - - - - Stage 2 900 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 630 807 1333 - - - Mov Cap-2 Maneuver 630 - - - - - Stage 1 794 - - - - - Stage 2 900 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 1.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1333 - 791 - - HCM Lane V/C Ratio 0.015 - 0.077 - - HCM Control Delay (s) 7.7 0 9.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.2 - - HCM 2010 TWSC 600: Dairy Farm Road & Site Access 1 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 33 52 281 118 4 Future Vol, veh/h 4 33 52 281 118 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 37 58 312 131 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 561 133 135 0 - 0 Stage 1 133 - - - - - Stage 2 428 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 489 916 1449 - - - Stage 1 893 - - - - - Stage 2 657 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 466 916 1449 - - - Mov Cap-2 Maneuver 466 - - - - - Stage 1 850 - - - - - Stage 2 657 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 1.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1449 - 829 - - HCM Lane V/C Ratio 0.04 - 0.05 - - HCM Control Delay (s) 7.6 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - HCM 2010 TWSC 600: Dairy Farm Road & Site Access 1 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 8 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 51 18 77 207 4 Future Vol, veh/h 4 51 18 77 207 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 57 20 86 230 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 358 232 234 0 - 0 Stage 1 232 - - - - - Stage 2 126 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 640 807 1333 - - - Stage 1 807 - - - - - Stage 2 900 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 630 807 1333 - - - Mov Cap-2 Maneuver 630 - - - - - Stage 1 794 - - - - - Stage 2 900 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 1.5 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1333 - 791 - - HCM Lane V/C Ratio 0.015 - 0.077 - - HCM Control Delay (s) 7.7 0 9.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.2 - - HCM 2010 TWSC 600: Dairy Farm Road & Site Access 1 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 33 52 281 118 4 Future Vol, veh/h 4 33 52 281 118 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 37 58 312 131 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 561 133 135 0 - 0 Stage 1 133 - - - - - Stage 2 428 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 489 916 1449 - - - Stage 1 893 - - - - - Stage 2 657 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 466 916 1449 - - - Mov Cap-2 Maneuver 466 - - - - - Stage 1 850 - - - - - Stage 2 657 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 1.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1449 - 829 - - HCM Lane V/C Ratio 0.04 - 0.05 - - HCM Control Delay (s) 7.6 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Dairy Farm Road at Site Access 2 HCM 2010 TWSC 700: Dairy Farm Road & Site Access 2 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 10 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 26 9 68 182 4 Future Vol, veh/h 4 26 9 68 182 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 29 10 76 202 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 300 204 206 0 - 0 Stage 1 204 - - - - - Stage 2 96 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 691 837 1365 - - - Stage 1 830 - - - - - Stage 2 928 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 685 837 1365 - - - Mov Cap-2 Maneuver 685 - - - - - Stage 1 823 - - - - - Stage 2 928 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1365 - 813 - - HCM Lane V/C Ratio 0.007 - 0.041 - - HCM Control Delay (s) 7.7 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 2010 TWSC 700: Dairy Farm Road & Site Access 2 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 10 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 17 26 256 39 0 Future Vol, veh/h 4 17 26 256 39 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 19 29 284 43 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 385 43 43 0 - 0 Stage 1 43 - - - - - Stage 2 342 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 618 1027 1566 - - - Stage 1 979 - - - - - Stage 2 719 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 604 1027 1566 - - - Mov Cap-2 Maneuver 604 - - - - - Stage 1 957 - - - - - Stage 2 719 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1566 - 906 - - HCM Lane V/C Ratio 0.018 - 0.026 - - HCM Control Delay (s) 7.3 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - - HCM 2010 TWSC 700: Dairy Farm Road & Site Access 2 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 10 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 26 9 68 182 0 Future Vol, veh/h 4 26 9 68 182 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 29 10 76 202 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 298 202 202 0 - 0 Stage 1 202 - - - - - Stage 2 96 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 693 839 1370 - - - Stage 1 832 - - - - - Stage 2 928 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 687 839 1370 - - - Mov Cap-2 Maneuver 687 - - - - - Stage 1 825 - - - - - Stage 2 928 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1370 - 815 - - HCM Lane V/C Ratio 0.007 - 0.041 - - HCM Control Delay (s) 7.6 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 2010 TWSC 700: Dairy Farm Road & Site Access 2 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 10 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 17 26 256 39 4 Future Vol, veh/h 4 17 26 256 39 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 19 29 284 43 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 387 45 47 0 - 0 Stage 1 45 - - - - - Stage 2 342 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 616 1025 1560 - - - Stage 1 977 - - - - - Stage 2 719 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 602 1025 1560 - - - Mov Cap-2 Maneuver 602 - - - - - Stage 1 956 - - - - - Stage 2 719 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1560 - 904 - - HCM Lane V/C Ratio 0.019 - 0.026 - - HCM Control Delay (s) 7.4 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - - 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Dairy Farm Road at Site Access 3 HCM 2010 TWSC 800: Dairy Farm Road & Site Access 3 06/30/2020 AM BuildSidbury Crossing Development Dionne C. Brown Page 12 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 9 4 65 173 4 Future Vol, veh/h 4 9 4 65 173 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 10 4 72 192 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 274 194 196 0 - 0 Stage 1 194 - - - - - Stage 2 80 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 716 847 1377 - - - Stage 1 839 - - - - - Stage 2 943 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 714 847 1377 - - - Mov Cap-2 Maneuver 714 - - - - - Stage 1 836 - - - - - Stage 2 943 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1377 - 801 - - HCM Lane V/C Ratio 0.003 - 0.018 - - HCM Control Delay (s) 7.6 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 2010 TWSC 800: Dairy Farm Road & Site Access 3 06/30/2020 PM BuildSidbury Crossing Development Dionne C. Brown Page 12 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 6 9 247 33 4 Future Vol, veh/h 4 6 9 247 33 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 7 10 274 37 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 333 39 41 0 - 0 Stage 1 39 - - - - - Stage 2 294 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 662 1033 1568 - - - Stage 1 983 - - - - - Stage 2 756 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 657 1033 1568 - - - Mov Cap-2 Maneuver 657 - - - - - Stage 1 975 - - - - - Stage 2 756 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1568 - 841 - - HCM Lane V/C Ratio 0.006 - 0.013 - - HCM Control Delay (s) 7.3 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 2010 TWSC 800: Dairy Farm Road & Site Access 3 06/30/2020 AM Build + ImpSidbury Crossing Development Dionne C. Brown Page 12 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 9 3 65 173 4 Future Vol, veh/h 4 9 3 65 173 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 10 3 72 192 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 272 194 196 0 - 0 Stage 1 194 - - - - - Stage 2 78 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 717 847 1377 - - - Stage 1 839 - - - - - Stage 2 945 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 716 847 1377 - - - Mov Cap-2 Maneuver 716 - - - - - Stage 1 837 - - - - - Stage 2 945 - - - - - Approach EB NB SB HCM Control Delay, s 9.6 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1377 - 802 - - HCM Lane V/C Ratio 0.002 - 0.018 - - HCM Control Delay (s) 7.6 0 9.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 2010 TWSC 800: Dairy Farm Road & Site Access 3 06/30/2020 PM Build + ImpSidbury Crossing Development Dionne C. Brown Page 12 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 6 9 247 33 4 Future Vol, veh/h 4 6 9 247 33 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 7 10 274 37 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 333 39 41 0 - 0 Stage 1 39 - - - - - Stage 2 294 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 662 1033 1568 - - - Stage 1 983 - - - - - Stage 2 756 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 657 1033 1568 - - - Mov Cap-2 Maneuver 657 - - - - - Stage 1 975 - - - - - Stage 2 756 - - - - - Approach EB NB SB HCM Control Delay, s 9.3 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1568 - 841 - - HCM Lane V/C Ratio 0.006 - 0.013 - - HCM Control Delay (s) 7.3 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Queueing and Blocking Reports Queuing and Blocking Report AM Existing 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB SB Directions Served L LR Maximum Queue (ft)25 51 Average Queue (ft)3 33 95th Queue (ft)17 52 Link Distance (ft)2916 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB SB Directions Served LR LT Maximum Queue (ft) 136 25 Average Queue (ft)75 2 95th Queue (ft)116 15 Link Distance (ft)3607 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 100 607 199 283 125 253 70 174 272 Average Queue (ft)80 185 29 103 62 114 18 55 124 95th Queue (ft)123 382 90 189 124 223 51 120 217 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 150 75 250 125 Storage Blk Time (%) 42 42 3 3 13 7 Queuing Penalty (veh) 99 77 1 15 27 9 Network Summary Network wide Queuing Penalty: 228 Queuing and Blocking Report AM No Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB SB Directions Served L LR Maximum Queue (ft)31 92 Average Queue (ft)10 37 95th Queue (ft)30 66 Link Distance (ft)2916 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB SB Directions Served LR LT Maximum Queue (ft) 276 25 Average Queue (ft)118 2 95th Queue (ft)210 14 Link Distance (ft)3607 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 200 2903 200 387 100 580 400 174 402 Average Queue (ft)194 2051 101 219 92 300 82 117 245 95th Queue (ft)224 3569 216 341 112 487 292 208 396 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%)38 Queuing Penalty (veh)0 Storage Bay Dist (ft) 150 150 100 250 125 Storage Blk Time (%) 83 19 0 29 11 40 4 31 Queuing Penalty (veh) 241 39 0 25 62 97 22 42 Network Summary Network wide Queuing Penalty: 528 Queuing and Blocking Report AM Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB WB SB Directions Served L TR LR Maximum Queue (ft)53 21 115 Average Queue (ft)14 1 60 95th Queue (ft)38 7 103 Link Distance (ft)21410 903 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB SB Directions Served LR LT Maximum Queue (ft) 314 53 Average Queue (ft)121 6 95th Queue (ft)232 27 Link Distance (ft)3607 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 200 2866 200 562 150 486 400 174 440 Average Queue (ft)197 2008 113 341 118 253 74 110 250 95th Queue (ft)215 3267 252 527 189 421 264 206 404 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%)25 Queuing Penalty (veh)0 Storage Bay Dist (ft) 150 150 100 250 125 Storage Blk Time (%) 95 13 0 60 37 34 5 32 Queuing Penalty (veh) 286 26 2 67 218 86 25 44 Queuing and Blocking Report AM Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 2 Intersection: 600: Dairy Farm Road & Site Access 1 Movement EB NB Directions Served LR LT Maximum Queue (ft)42 26 Average Queue (ft)19 3 95th Queue (ft)38 15 Link Distance (ft)546 903 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 700: Dairy Farm Road & Site Access 2 Movement EB Directions Served LR Maximum Queue (ft)66 Average Queue (ft)23 95th Queue (ft)53 Link Distance (ft)457 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 800: Dairy Farm Road & Site Access 3 Movement EB Directions Served LR Maximum Queue (ft)20 Average Queue (ft)4 95th Queue (ft)17 Link Distance (ft)503 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 753 Queuing and Blocking Report AM Build + Imp 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB WB SB SB Directions Served L TR L R Maximum Queue (ft)31 22 74 104 Average Queue (ft)14 1 15 50 95th Queue (ft)35 7 44 82 Link Distance (ft)21410 903 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 400 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 162 92 72 Average Queue (ft)95 44 16 95th Queue (ft)154 73 43 Link Distance (ft)3595 1293 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB WB NB NB NB SB SB Directions Served L TR L T R L T R L TR Maximum Queue (ft) 200 1841 128 177 195 150 439 400 175 408 Average Queue (ft)199 1413 54 104 50 112 189 51 113 249 95th Queue (ft)200 1957 112 157 106 185 323 213 225 368 Link Distance (ft)2851 1293 4261 2429 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 150 100 250 125 Storage Blk Time (%) 90 15 1 25 23 4 31 Queuing Penalty (veh) 272 30 3 146 58 19 43 Queuing and Blocking Report AM Build + Imp 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 2 Intersection: 600: Dairy Farm Road & Site Access 1 Movement EB NB Directions Served LR LT Maximum Queue (ft)42 26 Average Queue (ft)19 2 95th Queue (ft)38 15 Link Distance (ft)540 903 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 700: Dairy Farm Road & Site Access 2 Movement EB Directions Served LR Maximum Queue (ft)66 Average Queue (ft)23 95th Queue (ft)53 Link Distance (ft)457 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 800: Dairy Farm Road & Site Access 3 Movement EB Directions Served LR Maximum Queue (ft)20 Average Queue (ft)4 95th Queue (ft)17 Link Distance (ft)503 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 572 Queuing and Blocking Report PM Existing 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB WB SB Directions Served L TR LR Maximum Queue (ft)54 22 66 Average Queue (ft)25 1 29 95th Queue (ft)54 7 52 Link Distance (ft)21411 2916 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB SB Directions Served LR LT Maximum Queue (ft) 161 27 Average Queue (ft)60 6 95th Queue (ft)115 24 Link Distance (ft)3607 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 100 2866 200 372 60 202 24 175 362 Average Queue (ft)99 1638 57 156 13 82 1 80 247 95th Queue (ft)100 2952 144 260 43 156 8 200 370 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%)13 Queuing Penalty (veh)0 Storage Bay Dist (ft)50 150 75 250 125 Storage Blk Time (%) 90 40 12 0 12 28 Queuing Penalty (veh) 166 107 11 0 5 31 Network Summary Network wide Queuing Penalty: 319 Queuing and Blocking Report PM No Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB SB Directions Served L LR Maximum Queue (ft)53 51 Average Queue (ft)26 25 95th Queue (ft)54 42 Link Distance (ft)2916 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB SB Directions Served LR LT Maximum Queue (ft) 133 48 Average Queue (ft)65 4 95th Queue (ft)108 21 Link Distance (ft)3607 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 200 2890 200 1287 100 482 49 174 659 Average Queue (ft)199 2647 163 951 42 189 8 85 420 95th Queue (ft)201 3417 260 1297 97 361 29 190 621 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%)75 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft) 150 150 100 250 125 Storage Blk Time (%) 99 8 6 83 2 36 5 40 Queuing Penalty (veh) 266 22 23 96 5 38 36 52 Network Summary Network wide Queuing Penalty: 538 Queuing and Blocking Report PM Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB SB Directions Served L LR Maximum Queue (ft) 143 70 Average Queue (ft)39 34 95th Queue (ft)84 61 Link Distance (ft)928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 Storage Blk Time (%)0 Queuing Penalty (veh) 0 Intersection: 200: Blue Clay Road & Sidbury Road Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 1019 22 29 Average Queue (ft)354 1 7 95th Queue (ft)869 9 25 Link Distance (ft)3607 1300 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB NB NB NB SB SB Directions Served L TR L TR L T R L TR Maximum Queue (ft) 200 2885 200 1314 150 444 400 175 594 Average Queue (ft)199 2426 149 1166 33 165 54 104 398 95th Queue (ft)200 3650 270 1567 94 355 212 212 535 Link Distance (ft)2851 1300 4261 2443 Upstream Blk Time (%)66 27 Queuing Penalty (veh)0 106 Storage Bay Dist (ft) 150 150 100 250 125 Storage Blk Time (%) 97 20 1 82 28 3 40 Queuing Penalty (veh) 293 57 5 110 37 23 58 Queuing and Blocking Report PM Build 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 2 Intersection: 600: Dairy Farm Road & Site Access 1 Movement EB Directions Served LR Maximum Queue (ft)42 Average Queue (ft)17 95th Queue (ft)38 Link Distance (ft)546 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 700: Dairy Farm Road & Site Access 2 Movement EB NB Directions Served LR LT Maximum Queue (ft)52 24 Average Queue (ft)12 2 95th Queue (ft)39 12 Link Distance (ft)457 911 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 800: Dairy Farm Road & Site Access 3 Movement EB NB Directions Served LR LT Maximum Queue (ft)18 25 Average Queue (ft)3 1 95th Queue (ft)13 8 Link Distance (ft)524 436 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 687 Queuing and Blocking Report PM Build + Imp 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 1 Intersection: 100: Sidbury Road & Dairy Farm Road Movement EB WB SB SB Directions Served L TR L R Maximum Queue (ft)75 30 45 66 Average Queue (ft)39 1 17 26 95th Queue (ft)73 10 35 45 Link Distance (ft)21410 928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 400 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 200: Blue Clay Road & Sidbury Road Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 116 114 30 Average Queue (ft)65 79 11 95th Queue (ft)104 117 33 Link Distance (ft)3595 1293 1928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 300: N College Road & Blue Clay Road Movement EB EB WB WB WB NB NB NB SB SB Directions Served L TR L T R L T R L TR Maximum Queue (ft) 200 2885 200 775 200 149 578 400 175 556 Average Queue (ft)199 2412 116 301 109 35 213 34 96 360 95th Queue (ft)203 3679 211 678 228 104 399 152 209 506 Link Distance (ft)2851 1293 4261 2429 Upstream Blk Time (%)66 Queuing Penalty (veh)0 Storage Bay Dist (ft) 150 150 150 100 250 125 Storage Blk Time (%) 97 15 5 30 1 44 1 37 Queuing Penalty (veh) 292 43 21 82 3 58 5 54 Queuing and Blocking Report PM Build + Imp 06/12/2020 SimTraffic ReportSidbury Crossing Development Dionne C. Brown Page 2 Intersection: 600: Dairy Farm Road & Site Access 1 Movement EB NB Directions Served LR LT Maximum Queue (ft)42 31 Average Queue (ft)17 4 95th Queue (ft)39 20 Link Distance (ft)540 928 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 700: Dairy Farm Road & Site Access 2 Movement EB NB Directions Served LR LT Maximum Queue (ft)52 25 Average Queue (ft)12 2 95th Queue (ft)39 12 Link Distance (ft)457 909 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 800: Dairy Farm Road & Site Access 3 Movement EB Directions Served LR Maximum Queue (ft)18 Average Queue (ft)3 95th Queue (ft)13 Link Distance (ft)524 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 558 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Trip Gener ation Trip Generation Summary Open Date: Analysis Date: 5/5/2020 5/5/2020Project: New Project Alternative:Alternative 1 Phase: ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotalTotal*** Weekday Average Daily Trips Weekday AM Peak Hour of Adjacent Street Traffic Weekday PM Peak Hour of Adjacent Street Traffic 221 MID-RISE 1 320 Dwelling Units 871 870 1741 30 85 115 86 55 141 Unadjusted Volume 871 870 1741 30 85 115 86 55 141 Internal Capture Trips 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 871 870 1741 30 85 115 86 55 141 Pass-By Trips Volume Added to Adjacent Streets Total Weekday Average Daily Trips Internal Capture = 0 Percent Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent P. 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition - Custom rate used for selected time period.* 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Traffic Volume Data 100 100 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL 40 40 40 43 43 85% 26 69 EBL 213 215 215 227 227 85% 73 300 EBT 126 127 127 134 41 175 175 EBT 189 191 191 201 116 317 317 EBR EBR WBU WBU WBL WBL WBT 327 330 330 348 102 450 450 WBT 178 180 180 189 74 263 263 WBR 21 21 21 23 23 15% 5 28 WBR 20 20 20 22 22 15% 13 35 NBU NBU NBL NBL NBT NBT NBR NBR SBU SBU SBL 16 16 16 17 17 15% 13 30 SBL 15 15 15 16 16 15% 8 24 SBT 0 SBT SBR 147 148 148 157 157 85% 72 229 SBR 75 76 76 80 80 85% 47 127 Total 677 684 0 684 722 143 865 1 1 116 981 13.41%Total 690 697 0 697 735 190 925 1 1 141 1066 200 200 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL EBL EBT EBT EBR EBR WBU WBU WBL 424 428 428 451 102 553 85% 72 625 WBL 253 256 256 269 74 343 85% 47 390 WBT WBT WBR 18 18 18 20 20 20 WBR 22 22 22 24 24 24 NBU NBU NBL NBL NBT 5 5 5 6 6 6 NBT 16 16 16 17 17 17 NBR 203 205 205 216 41 257 85% 26 283 NBR 394 398 398 419 116 535 85% 73 608 SBU SBU SBL 21 21 21 23 23 23 SBL 15 15 15 16 16 16 SBT 13 13 13 14 14 14 SBT 4 4 4 5 5 5 SBR SBR Total 684 691 0 691 730 143 873 1 1 98 971 11.23%Total 704 711 0 711 750 190 940 1 1 120 1060 300 300 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL 179 181 181 191 13 204 204 EBL 262 265 265 279 9 288 288 EBT 221 223 223 235 24 259 40% 12 271 EBT 144 145 145 153 61 214 40% 34 248 EBR 12 12 12 13 18 31 31 EBR 39 39 39 42 12 54 54 WBU WBU WBL 47 47 47 50 35 85 30% 26 111 WBL 87 88 88 93 23 116 30% 17 133 WBT 127 128 128 135 52 187 40% 34 221 WBT 198 200 200 211 42 253 40% 22 275 WBR 87 88 88 93 14 107 15% 13 120 WBR 111 112 112 118 9 127 15% 8 135 NBU NBU NBL 88 89 89 94 6 100 100 NBL 24 24 24 26 20 46 46 NBT 414 418 418 440 440 440 NBT 275 278 278 292 292 292 NBR 122 123 123 130 12 142 30% 9 151 NBR 18 18 18 20 40 60 30% 26 86 SBU SBU SBL 122 123 123 130 5 135 15% 5 140 SBL 108 109 109 115 16 131 15% 13 144 SBT 232 234 234 247 247 247 SBT 439 443 443 467 467 467 SBR 229 231 231 244 4 248 248 SBR 250 253 253 266 14 280 280 Total 1880 1899 0 1899 2002 183 2185 1 1 99 2284 4.53%Total 1955 1975 0 1975 2082 246 2328 1 1 120 2448 400 400 Sidbury Road at Dairy Farm Road Sidbury Road at Blue Clay Road Blue Clay Road at N. College Road Sidbury Road at Dairy Farm Road Sidbury Road at Blue Clay Road Blue Clay Road at N. College Road 600 600 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL EBL EBT EBT EBR 60% 51 51 EBR 60% 33 33 WBU WBU WBL WBL WBT WBT WBR WBR NBU NBU NBL 60% 18 18 NBL 60% 52 52 NBT 61 61 65 65 40% 12 77 NBT 235 235 247 247 40% 34 281 NBR NBR SBU SBU SBL SBL SBT 164 164 173 173 40% 34 207 SBT 91 91 96 96 40% 22 118 SBR SBR Total 0 225 0 225 238 0 238 1 1 115 353 48.32%Total 0 326 0 326 343 0 343 1 1 141 484 700 700 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL EBL EBT EBT EBR 30% 26 26 EBR 30% 17 17 WBU WBU WBL WBL WBT WBT WBR WBR NBU NBU NBL 30% 9 9 NBL 30% 26 26 NBT 61 61 65 65 10% 3 68 NBT 235 235 247 247 10% 9 256 NBR NBR SBU SBU SBL SBL SBT 164 164 173 173 10% 9 182 SBT 31 31 33 33 10% 6 39 SBR SBR Total 0 225 0 225 238 0 238 0 0 47 285 19.75%Total 0 266 0 266 280 0 280 0 0 58 338 800 800 AM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build PM Peak 2019 TMC 2020 Base Balancing Existing 2024 Projected AD Total 2024 Future No Build Dist % IN Dist % OUT Site Trips 2024 Build EBU EBU EBL EBL EBT EBT EBR 10% 9 9 EBR 10% 6 6 WBU WBU WBL WBL WBT WBT WBR WBR NBU NBU NBL 10% 3 3 NBL 10% 9 9 NBT 61 61 65 65 65 NBT 235 235 247 247 247 NBR NBR SBU SBU SBL SBL SBT 164 164 173 173 173 SBT 31 31 33 33 33 SBR SBR Total 0 225 0 225 238 0 238 0 0 12 250 5.04%Total 0 266 0 266 280 0 280 0 0 15 295 Old Dairy Road at Site Access 3 Old Dairy Road at Site Access 1 Old Dairy Road at Site Access 2 Old Dairy Road at Site Access 3 Old Dairy Road at Site Access 1 Old Dairy Road at Site Access 2 File Name : Sidbury Rd @ Dairy Farm Rd. Site Code : 00190205 Start Date : 9/24/2019 Page No : 1 Counted by: L . Bounds Weather: Clear Groups Printed- Cars - Trucks and Buses Dairy Farm Rd North Sidbury Rd East South Sidbury Rd West Start Time Right Thru Left App. Total Right Thru Left App. Total App. Total Right Thru Left App. Total Int. Total 07:00 AM 27 0 2 29 3 50 0 53 0 0 12 9 21 103 07:15 AM 39 0 3 42 3 74 0 77 0 0 25 9 34 153 07:30 AM 46 0 5 51 11 91 0 102 0 0 30 11 41 194 07:45 AM 30 0 4 34 4 103 0 107 0 0 27 7 34 175 Total 142 0 14 156 21 318 0 339 0 0 94 36 130 625 08:00 AM 32 0 4 36 3 59 0 62 0 0 44 13 57 155 08:15 AM 17 0 4 21 4 66 0 70 0 0 29 17 46 137 08:30 AM 26 0 2 28 6 76 0 82 0 0 34 16 50 160 08:45 AM 27 0 5 32 3 72 0 75 0 0 56 23 79 186 Total 102 0 15 117 16 273 0 289 0 0 163 69 232 638 *** BREAK *** 04:00 PM 17 0 6 23 4 42 0 46 0 0 51 43 94 163 04:15 PM 17 0 3 20 4 71 0 75 0 0 61 59 120 215 04:30 PM 18 0 0 18 5 24 0 29 0 0 40 48 88 135 04:45 PM 23 0 5 28 7 39 0 46 0 0 37 42 79 153 Total 75 0 14 89 20 176 0 196 0 0 189 192 381 666 05:00 PM 17 0 7 24 4 44 0 48 0 0 51 64 115 187 05:15 PM 19 0 4 23 3 43 0 46 0 0 50 47 97 166 05:30 PM 24 0 3 27 5 32 0 37 0 2 50 43 95 159 05:45 PM 10 0 4 14 4 44 0 48 0 0 45 35 80 142 Total 70 0 18 88 16 163 0 179 0 2 196 189 387 654 Grand Total 389 0 61 450 73 930 0 1003 0 2 642 486 1130 2583 Apprch %86.4 0 13.6 7.3 92.7 0 0.2 56.8 43 Total %15.1 0 2.4 17.4 2.8 36 0 38.8 0 0.1 24.9 18.8 43.7 Cars 369 0 60 429 62 901 0 963 0 2 619 415 1036 2428 % Cars 94.9 0 98.4 95.3 84.9 96.9 0 96 0 100 96.4 85.4 91.7 94 Trucks and Buses 20 0 1 21 11 29 0 40 0 0 23 71 94 155 % Trucks and Buses 5.1 0 1.6 4.7 15.1 3.1 0 4 0 0 3.6 14.6 8.3 6 DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Dairy Farm Rd. Site Code : 00190205 Start Date : 9/24/2019 Page No : 2 Dairy Farm Rd S i d b u r y R d S i d b u r y R d Right 369 20 389 Thru 0 0 0 Left 60 1 61 InOut Total 477 429 906 82 21 103 559 1009 450 Ri g h t 62 11 73 Th r u 90 1 29 93 0 Le f t 0 0 0 Ou t To t a l In 67 9 96 3 16 4 2 24 40 64 70 3 17 0 6 10 0 3 Out TotalIn 2 0 2 0 0 0 2 2 0 Le f t 41 5 71 48 6 Th r u 61 9 23 64 2 Ri g h t 2 0 2 To t a l Ou t In 12 7 0 10 3 6 23 0 6 49 94 14 3 13 1 9 24 4 9 11 3 0 9/24/2019 07:00 AM 9/24/2019 05:45 PM Cars Trucks and Buses North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Dairy Farm Rd. Site Code : 00190205 Start Date : 9/24/2019 Page No : 3 Dairy Farm Rd North Sidbury Rd East South Sidbury Rd West Start Time Right Thru Left App. Total Right Thru Left App. Total App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 39 0 3 42 3 74 0 77 0 0 25 9 34 153 07:30 AM 46 0 5 51 11 91 0 102 0 0 30 11 41 194 07:45 AM 30 0 4 34 4 103 0 107 0 0 27 7 34 175 08:00 AM 32 0 4 36 3 59 0 62 0 0 44 13 57 155 Total Volume 147 0 16 163 21 327 0 348 0 0 126 40 166 677 % App. Total 90.2 0 9.8 6 94 0 0 75.9 24.1 PHF .799 .000 .800 .799 .477 .794 .000 .813 .000 .000 .716 .769 .728 .872 Cars 140 0 16 156 19 325 0 344 0 0 115 34 149 649 % Cars 95.2 0 100 95.7 90.5 99.4 0 98.9 0 0 91.3 85.0 89.8 95.9 Trucks and Buses 7 0 0 7 2 2 0 4 0 0 11 6 17 28 % Trucks and Buses 4.8 0 0 4.3 9.5 0.6 0 1.1 0 0 8.7 15.0 10.2 4.1 Dairy Farm Rd S i d b u r y R d S i d b u r y R d Right 140 7 147 Thru 0 0 0 Left 16 0 16 InOut Total 53 156 209 8 7 15 61 224 163 Ri g h t 19 2 21 Th r u 32 5 2 32 7 Le f t 0 0 0 Ou t To t a l In 13 1 34 4 47 5 11 4 15 14 2 49 0 34 8 Out TotalIn 0 0 0 0 0 0 0 0 0 Le f t 34 6 40 Th r u 11 5 11 12 6 Ri g h t 0 0 0 To t a l Ou t In 46 5 14 9 61 4 9 17 26 47 4 64 0 16 6 Peak Hour Begins at 07:15 AM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Dairy Farm Rd. Site Code : 00190205 Start Date : 9/24/2019 Page No : 4 Dairy Farm Rd North Sidbury Rd East South Sidbury Rd West Start Time Right Thru Left App. Total Right Thru Left App. Total App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 17 0 3 20 4 71 0 75 0 0 61 59 120 215 04:30 PM 18 0 0 18 5 24 0 29 0 0 40 48 88 135 04:45 PM 23 0 5 28 7 39 0 46 0 0 37 42 79 153 05:00 PM 17 0 7 24 4 44 0 48 0 0 51 64 115 187 Total Volume 75 0 15 90 20 178 0 198 0 0 189 213 402 690 % App. Total 83.3 0 16.7 10.1 89.9 0 0 47 53 PHF .815 .000 .536 .804 .714 .627 .000 .660 .000 .000 .775 .832 .838 .802 Cars 70 0 15 85 15 167 0 182 0 0 186 186 372 639 % Cars 93.3 0 100 94.4 75.0 93.8 0 91.9 0 0 98.4 87.3 92.5 92.6 Trucks and Buses 5 0 0 5 5 11 0 16 0 0 3 27 30 51 % Trucks and Buses 6.7 0 0 5.6 25.0 6.2 0 8.1 0 0 1.6 12.7 7.5 7.4 Dairy Farm Rd S i d b u r y R d S i d b u r y R d Right 70 5 75 Thru 0 0 0 Left 15 0 15 InOut Total 201 85 286 32 5 37 233 323 90 Ri g h t 15 5 20 Th r u 16 7 11 17 8 Le f t 0 0 0 Ou t To t a l In 20 1 18 2 38 3 3 16 19 20 4 40 2 19 8 Out TotalIn 0 0 0 0 0 0 0 0 0 Le f t 18 6 27 21 3 Th r u 18 6 3 18 9 Ri g h t 0 0 0 To t a l Ou t In 23 7 37 2 60 9 16 30 46 25 3 65 5 40 2 Peak Hour Begins at 04:15 PM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Blue Clay Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 1 Counted by: Lopaka Bounds Weather: Clear Groups Printed- Cars - Trucks and Buses Blue Clay Rd North Sidbury Rd East Blue Clay Rd South West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total 07:00 AM 0 4 3 7 2 0 80 82 27 2 0 29 0 118 07:15 AM 0 3 5 8 2 0 101 103 49 1 0 50 0 161 07:30 AM 0 5 7 12 6 0 117 123 52 0 0 52 0 187 07:45 AM 0 4 6 10 4 0 98 102 46 4 0 50 0 162 Total 0 16 21 37 14 0 396 410 174 7 0 181 0 628 08:00 AM 0 1 3 4 6 0 108 114 56 0 0 56 0 174 08:15 AM 0 3 0 3 3 0 77 80 58 3 0 61 0 144 08:30 AM 0 3 3 6 2 0 82 84 54 6 0 60 0 150 08:45 AM 0 3 3 6 1 0 87 88 105 6 0 111 0 205 Total 0 10 9 19 12 0 354 366 273 15 0 288 0 673 *** BREAK *** 04:00 PM 0 1 3 4 9 0 54 63 86 3 0 89 0 156 04:15 PM 0 1 2 3 4 0 86 90 120 6 0 126 0 219 04:30 PM 0 1 4 5 4 0 57 61 109 6 0 115 0 181 04:45 PM 0 0 2 2 7 0 52 59 72 3 0 75 0 136 Total 0 3 11 14 24 0 249 273 387 18 0 405 0 692 05:00 PM 0 2 7 9 7 0 58 65 93 1 0 94 0 168 05:15 PM 0 2 3 5 6 0 76 82 97 3 0 100 0 187 05:30 PM 0 1 3 4 4 0 45 49 84 1 0 85 0 138 05:45 PM 0 1 1 2 4 0 58 62 73 5 0 78 0 142 Total 0 6 14 20 21 0 237 258 347 10 0 357 0 635 Grand Total 0 35 55 90 71 0 1236 1307 1181 50 0 1231 0 2628 Apprch %0 38.9 61.1 5.4 0 94.6 95.9 4.1 0 Total %0 1.3 2.1 3.4 2.7 0 47 49.7 44.9 1.9 0 46.8 0 Cars 0 35 53 88 65 0 1184 1249 1083 47 0 1130 0 2467 % Cars 0 100 96.4 97.8 91.5 0 95.8 95.6 91.7 94 0 91.8 0 93.9 Trucks and Buses 0 0 2 2 6 0 52 58 98 3 0 101 0 161 % Trucks and Buses 0 0 3.6 2.2 8.5 0 4.2 4.4 8.3 6 0 8.2 0 6.1 DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Blue Clay Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 2 Blue Clay Rd S i d b u r y R d Blue Clay Rd Right 0 0 0 Thru 35 0 35 Left 53 2 55 InOut Total 112 88 200 9 2 11 121 211 90 Ri g h t 65 6 71 Th r u 0 0 0 Le f t 11 8 4 52 12 3 6 Ou t To t a l In 11 3 6 12 4 9 23 8 5 10 0 58 15 8 12 3 6 25 4 3 13 0 7 Left 0 0 0 Thru 47 3 50 Right 1083 98 1181 Out TotalIn 1219 1130 2349 52 101 153 1271 2502 1231 To t a l Ou t In 0 0 0 0 0 0 0 0 0 9/24/2019 07:00 AM 9/24/2019 05:45 PM Cars Trucks and Buses North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Blue Clay Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 3 Blue Clay Rd North Sidbury Rd East Blue Clay Rd South West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 3 5 8 2 0 101 103 49 1 0 50 0 161 07:30 AM 0 5 7 12 6 0 117 123 52 0 0 52 0 187 07:45 AM 0 4 6 10 4 0 98 102 46 4 0 50 0 162 08:00 AM 0 1 3 4 6 0 108 114 56 0 0 56 0 174 Total Volume 0 13 21 34 18 0 424 442 203 5 0 208 0 684 % App. Total 0 38.2 61.8 4.1 0 95.9 97.6 2.4 0 PHF .000 .650 .750 .708 .750 .000 .906 .898 .906 .313 .000 .929 .000 .914 Cars 0 13 19 32 16 0 414 430 187 4 0 191 0 653 % Cars 0 100 90.5 94.1 88.9 0 97.6 97.3 92.1 80.0 0 91.8 0 95.5 Trucks and Buses 0 0 2 2 2 0 10 12 16 1 0 17 0 31 % Trucks and Buses 0 0 9.5 5.9 11.1 0 2.4 2.7 7.9 20.0 0 8.2 0 4.5 Blue Clay Rd S i d b u r y R d Blue Clay Rd Right 0 0 0 Thru 13 0 13 Left 19 2 21 InOut Total 20 32 52 3 2 5 23 57 34 Ri g h t 16 2 18 Th r u 0 0 0 Le f t 41 4 10 42 4 Ou t To t a l In 20 6 43 0 63 6 18 12 30 22 4 66 6 44 2 Left 0 0 0 Thru 4 1 5 Right 187 16 203 Out TotalIn 427 191 618 10 17 27 437 645 208 To t a l Ou t In 0 0 0 0 0 0 0 0 0 Peak Hour Begins at 07:15 AM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Sidbury Rd @ Blue Clay Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 4 Blue Clay Rd North Sidbury Rd East Blue Clay Rd South West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 1 2 3 4 0 86 90 120 6 0 126 0 219 04:30 PM 0 1 4 5 4 0 57 61 109 6 0 115 0 181 04:45 PM 0 0 2 2 7 0 52 59 72 3 0 75 0 136 05:00 PM 0 2 7 9 7 0 58 65 93 1 0 94 0 168 Total Volume 0 4 15 19 22 0 253 275 394 16 0 410 0 704 % App. Total 0 21.1 78.9 8 0 92 96.1 3.9 0 PHF .000 .500 .536 .528 .786 .000 .735 .764 .821 .667 .000 .813 .000 .804 Cars 0 4 15 19 21 0 237 258 365 15 0 380 0 657 % Cars 0 100 100 100 95.5 0 93.7 93.8 92.6 93.8 0 92.7 0 93.3 Trucks and Buses 0 0 0 0 1 0 16 17 29 1 0 30 0 47 % Trucks and Buses 0 0 0 0 4.5 0 6.3 6.2 7.4 6.3 0 7.3 0 6.7 Blue Clay Rd S i d b u r y R d Blue Clay Rd Right 0 0 0 Thru 4 0 4 Left 15 0 15 InOut Total 36 19 55 2 0 2 38 57 19 Ri g h t 21 1 22 Th r u 0 0 0 Le f t 23 7 16 25 3 Ou t To t a l In 38 0 25 8 63 8 29 17 46 40 9 68 4 27 5 Left 0 0 0 Thru 15 1 16 Right 365 29 394 Out TotalIn 241 380 621 16 30 46 257 667 410 To t a l Ou t In 0 0 0 0 0 0 0 0 0 Peak Hour Begins at 04:15 PM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Blue Clay Rd @ N. College Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 1 Counted by: L. Bounds Weather: Clear Groups Printed- Cars - Trucks and Buses N. College Road North Blue Clay East N. College Road South Blue Clay West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 07:00 AM 24 55 26 105 8 14 5 27 27 95 5 127 1 45 35 81 340 07:15 AM 39 52 29 120 19 22 9 50 35 103 23 161 1 53 38 92 423 07:30 AM 74 79 41 194 22 37 18 77 50 123 27 200 3 80 47 130 601 07:45 AM 64 47 20 131 26 38 7 71 27 115 26 168 6 37 33 76 446 Total 201 233 116 550 75 111 39 225 139 436 81 656 11 215 153 379 1810 08:00 AM 52 54 32 138 20 30 13 63 15 95 21 131 2 51 61 114 446 08:15 AM 74 48 18 140 24 33 8 65 14 100 17 131 5 31 38 74 410 08:30 AM 108 34 19 161 19 48 7 74 15 82 32 129 3 35 34 72 436 08:45 AM 122 44 24 190 12 58 8 78 10 57 28 95 2 50 67 119 482 Total 356 180 93 629 75 169 36 280 54 334 98 486 12 167 200 379 1774 *** BREAK *** 04:00 PM 58 82 15 155 22 41 29 92 9 63 11 83 14 43 69 126 456 04:15 PM 82 108 18 208 27 59 20 106 5 86 7 98 16 28 77 121 533 04:30 PM 57 103 25 185 26 57 19 102 4 56 7 67 11 48 72 131 485 04:45 PM 52 92 28 172 24 33 22 79 5 57 6 68 5 31 58 94 413 Total 249 385 86 720 99 190 90 379 23 262 31 316 46 150 276 472 1887 05:00 PM 59 136 37 232 34 49 26 109 5 86 5 96 7 37 55 99 536 05:15 PM 42 77 20 139 34 51 30 115 6 72 7 85 13 28 45 86 425 05:30 PM 44 128 47 219 29 70 29 128 8 117 8 133 8 25 63 96 576 05:45 PM 48 109 23 180 27 44 19 90 3 63 4 70 7 14 28 49 389 Total 193 450 127 770 124 214 104 442 22 338 24 384 35 104 191 330 1926 *** BREAK *** Grand Total 999 1248 422 2669 373 684 269 1326 238 1370 234 1842 104 636 820 1560 7397 Apprch %37.4 46.8 15.8 28.1 51.6 20.3 12.9 74.4 12.7 6.7 40.8 52.6 Total %13.5 16.9 5.7 36.1 5 9.2 3.6 17.9 3.2 18.5 3.2 24.9 1.4 8.6 11.1 21.1 Cars 926 1199 408 2533 361 651 260 1272 227 1314 221 1762 98 611 785 1494 7061 % Cars 92.7 96.1 96.7 94.9 96.8 95.2 96.7 95.9 95.4 95.9 94.4 95.7 94.2 96.1 95.7 95.8 95.5 Trucks and Buses 73 49 14 136 12 33 9 54 11 56 13 80 6 25 35 66 336 % Trucks and Buses 7.3 3.9 3.3 5.1 3.2 4.8 3.3 4.1 4.6 4.1 5.6 4.3 5.8 3.9 4.3 4.2 4.5 DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Blue Clay Rd @ N. College Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 2 N. College Road B l u e C l a y B l u e C l a y N. College Road Right 926 73 999 Thru 1199 49 1248 Left 408 14 422 InOut Total 2460 2533 4993 103 136 239 2563 5232 2669 Ri g h t 36 1 12 37 3 Th r u 65 1 33 68 4 Le f t 26 0 9 26 9 Ou t To t a l In 12 4 6 12 7 2 25 1 8 50 54 10 4 12 9 6 26 2 2 13 2 6 Left 221 13 234 Thru 1314 56 1370 Right 227 11 238 Out TotalIn 1557 1762 3319 64 80 144 1621 3463 1842 Le f t 78 5 35 82 0 Th r u 61 1 25 63 6 Ri g h t 98 6 10 4 To t a l Ou t In 17 9 8 14 9 4 32 9 2 11 9 66 18 5 19 1 7 34 7 7 15 6 0 9/24/2019 07:00 AM 9/24/2019 06:00 PM Cars Trucks and Buses North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Blue Clay Rd @ N. College Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 3 N. College Road North Blue Clay East N. College Road South Blue Clay West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 39 52 29 120 19 22 9 50 35 103 23 161 1 53 38 92 423 07:30 AM 74 79 41 194 22 37 18 77 50 123 27 200 3 80 47 130 601 07:45 AM 64 47 20 131 26 38 7 71 27 115 26 168 6 37 33 76 446 08:00 AM 52 54 32 138 20 30 13 63 15 95 21 131 2 51 61 114 446 Total Volume 229 232 122 583 87 127 47 261 127 436 97 660 12 221 179 412 1916 % App. Total 39.3 39.8 20.9 33.3 48.7 18 19.2 66.1 14.7 2.9 53.6 43.4 PHF .774 .734 .744 .751 .837 .836 .653 .847 .635 .886 .898 .825 .500 .691 .734 .792 .797 Cars 219 215 116 550 85 123 46 254 122 414 88 624 11 219 168 398 1826 % Cars 95.6 92.7 95.1 94.3 97.7 96.9 97.9 97.3 96.1 95.0 90.7 94.5 91.7 99.1 93.9 96.6 95.3 Trucks and Buses 10 17 6 33 2 4 1 7 5 22 9 36 1 2 11 14 90 % Trucks and Buses 4.4 7.3 4.9 5.7 2.3 3.1 2.1 2.7 3.9 5.0 9.3 5.5 8.3 0.9 6.1 3.4 4.7 N. College Road B l u e C l a y B l u e C l a y N. College Road Right 219 10 229 Thru 215 17 232 Left 116 6 122 InOut Total 667 550 1217 35 33 68 702 1285 583 Ri g h t 85 2 87 Th r u 12 3 4 12 7 Le f t 46 1 47 Ou t To t a l In 45 7 25 4 71 1 13 7 20 47 0 73 1 26 1 Left 88 9 97 Thru 414 22 436 Right 122 5 127 Out TotalIn 272 624 896 19 36 55 291 951 660 Le f t 16 8 11 17 9 Th r u 21 9 2 22 1 Ri g h t 11 1 12 To t a l Ou t In 43 0 39 8 82 8 23 14 37 45 3 86 5 41 2 Peak Hour Begins at 07:15 AM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 File Name : Blue Clay Rd @ N. College Rd Site Code : 00190205 Start Date : 9/24/2019 Page No : 4 N. College Road North Blue Clay East N. College Road South Blue Clay West Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 82 108 18 208 27 59 20 106 5 86 7 98 16 28 77 121 533 04:30 PM 57 103 25 185 26 57 19 102 4 56 7 67 11 48 72 131 485 04:45 PM 52 92 28 172 24 33 22 79 5 57 6 68 5 31 58 94 413 05:00 PM 59 136 37 232 34 49 26 109 5 86 5 96 7 37 55 99 536 Total Volume 250 439 108 797 111 198 87 396 19 285 25 329 39 144 262 445 1967 % App. Total 31.4 55.1 13.6 28 50 22 5.8 86.6 7.6 8.8 32.4 58.9 PHF .762 .807 .730 .859 .816 .839 .837 .908 .950 .828 .893 .839 .609 .750 .851 .849 .917 Cars 222 429 105 756 108 186 84 378 18 275 24 317 37 134 251 422 1873 % Cars 88.8 97.7 97.2 94.9 97.3 93.9 96.6 95.5 94.7 96.5 96.0 96.4 94.9 93.1 95.8 94.8 95.2 Trucks and Buses 28 10 3 41 3 12 3 18 1 10 1 12 2 10 11 23 94 % Trucks and Buses 11.2 2.3 2.8 5.1 2.7 6.1 3.4 4.5 5.3 3.5 4.0 3.6 5.1 6.9 4.2 5.2 4.8 N. College Road B l u e C l a y B l u e C l a y N. College Road Right 222 28 250 Thru 429 10 439 Left 105 3 108 InOut Total 634 756 1390 24 41 65 658 1455 797 Ri g h t 10 8 3 11 1 Th r u 18 6 12 19 8 Le f t 84 3 87 Ou t To t a l In 25 7 37 8 63 5 14 18 32 27 1 66 7 39 6 Left 24 1 25 Thru 275 10 285 Right 18 1 19 Out TotalIn 550 317 867 15 12 27 565 894 329 Le f t 25 1 11 26 2 Th r u 13 4 10 14 4 Ri g h t 37 2 39 To t a l Ou t In 43 2 42 2 85 4 41 23 64 47 3 91 8 44 5 Peak Hour Begins at 04:15 PM Cars Trucks and Buses Peak Hour Data North DAVENPORT 305 West 4th Street, Winston Salem NC, 27101 Ph:(336)744-1636 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Approved Dev elopment I nformation *** NOT TO SCALE *** 13 / 9 24 / 61 18 / 12 This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client. Sidbury Road N C o l l e g e Ro a d N C o l l e g e Ro a d Bl u e C l a y R o a d Blue Clay Road 14 / 9 52 / 42 35 / 23 4 / 1 4 0 / 0 5 / 1 6 6 / 2 0 0 / 0 12 / 4 0 0 / 0 41 / 1 1 6 102 / 74 0 / 00 / 0 0 / 0 0 / 0 41 / 116 102 / 74 0 / 0 0 / 0 0 / 0 OLD DAIRY ROAD DEVELOPMENT NEW HANOVER COUNTY, NC PROJECT NUMBER 200218 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS FIGURE A APPROVED DEVELOPMENTS Da i r y F a r m R o a d 6/26/2020 Sidbury Crossing – Transportation Impact Analysis Supporting Documentation May 13, 2020 Ms. Dionne Brown, PE Davenport 4600 Marriott Drive, Suite 350 Raleigh, NC 27612 RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed Dairy Farm Road Wilmington, NC Dear Ms. Brown, Based on the information provided, it is our understanding that the proposed development will consist of: 320 apartments (LUC 221 Multifamily Housing Mid-Rise) Below please find the scope to be used for the Traffic Impact Analysis: 1.Data Collection - Analysis Parameters a)Study Intersections i.For existing intersections, provide turning movement counts for weekday during school (T,W,TH) AM (7:00am-9:00am) and PM (4:00pm-6:00pm) peak periods, signal timing (if applicable), and lane geometry: US 117 (N. College Road) at SR 1318 (Blue Clay Road) SR 1318 (Blue Clay Road) at SR 1336 (Sidbury Road) SR 1336 (Sidbury Road) at SR 2181 (Dairy Farm Road) SR 2181 (Dairy Farm Road) at Site Access 1 SR 2181 (Dairy Farm Road) at Site Access 2 SR 2181 (Dairy Farm Road) at Site Access 3 As requested, 2019 turning movement counts from the Sidbury Road Development TIA may be utilized for the study. ii.Signal plans may be acquired by sending an email request to NCDOT Traffic Services: Ross Kimbro, rkimbro@ncdot.gov or by calling (910) 341-0300 iii.Within the Wilmington signal system, traffic signal coordinated timings and controller sequences/settings can be obtained by contacting Denys Vielkanowitz, denys.vielkanowitz@wilmingtonnc,gov, or by calling 910-341-4676. All signals within the Wilmington system shall use C-Max as the coordinated phase recall position. Page 2 of 3 b)Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i.Site Trip Generation Estimate Trip generation is approved as attached ii.Site Trip Distribution To be submitted for approval and approved prior to use in the TIA Please submit the table on page 5 of 12 of the attached NCDOT Congestion Management checklist iii.Adjacent Development (approved but not yet built): Sidbury Road Development Cape Landing iv. Planned Roadway Improvements n/a v.Background Traffic Assumptions Built Out Year: 2024 Growth rate – 1% per year 2.Capacity Analysis: Week day AM & PM Peak Hour a)Technical Analysis i.2020 Existing ii.2024 Future No-Build [Existing + 1% background growth + approved development trips] iii.2024 Full Build Conditions [Existing + 1% background growth + approved development trips + site trips] iv. 2024 Full Build Conditions + Improvements [Existing + 1% background growth + approved development trips + site trips] 3.Final Report Submittal a)Completed TIA Application b)Signed and sealed by a Professional Engineer c)Four bound copies d)Four Electronic copies to include PDF of TIA and Synchro output files and Synchro analysis files in digital format 4.Notes a)This scope shall remain valid for three months from the date of this letter. b)Please note that if any changes occur (including but not limited to; land use, intensity, phasing, and/or site access) additional analysis may be required. Please contact me at 910-772-4170 with any questions regarding this scope. Sincerely, Kayla Grubb, EI Project Manager Wilmington Metropolitan Planning Organization Page 3 of 3 Attachments: Trip Generation Summary (provided by Davenport) Site Map (provided by Davenport) Traffic Impact Analysis Supplemental Guidelines ec: Ben Hughes, PE, District Engineer, NCDOT Dan Cumbo, PE, Deputy Division Engineer, NCDOT Eva Covarrubias, EI, Transportation Engineering Associate, NCDOT Jon Roan, Assistant District Engineer, NCDOT Jessi Leonard, PE, Division Traffic Engineer, NCDOT Don Bennett, PE, City Traffic Engineer, City of Wilmington Denys Vielkanowitz, PE, Signal Systems Management Engineer, City of Wilmington Brian Chambers, AICP, Senior Planner, City of Wilmington Bill McDow, Transportation Planner, WMPO Mike Kozlosky, Executive Director, WMPO Evaluation Only. Created with Aspose.PDF. Copyright 2002-2018 Aspose Pty Ltd. Evaluation Only. Created with Aspose.PDF. Copyright 2002-2018 Aspose Pty Ltd. Evaluation Only. Created with Aspose.PDF. Copyright 2002-2018 Aspose Pty Ltd. Opposing Lefts Opposing Rights AM 43 625 AM N/A N/A PM 38 390 PM N/A N/A Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY BLUE CLAY AT SIDBURY (ON SIDBURY) Opposing Lefts Opposing Rights AM 694 30 AM 450 229 PM 880 24 PM 263 127 Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY SIDBURY AT DAIRY FARM (ON DAIRY FARM) Opposing Lefts Opposing Rights AM 478 69 AM 450 28 PM 580 300 PM 263 35 Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY SIDBURY AT DAIRY FARM (ON SIDBURY) Opposing Lefts Opposing Rights AM 207 18 AM N/A N/A PM 118 52 PM N/A N/A Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY SITE ACCESS 1 Opposing Lefts Opposing Rights AM 182 9 AM N/A N/A PM 39 26 PM N/A N/A Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY SITE ACCESS 2 Opposing Lefts Opposing Rights AM 173 3 AM N/A N/A PM 33 9 PM N/A N/A Volumes VolumesPeak Hour Peak Hour AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY SITE ACCESS 3