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2013 TIA Report_N_College_Rd COLLEGE ROAD DEVELOPMENT New Hanover County, NC TRANSPORTATION IMPACT ANALYSIS Prepared for College Road Development Partners www.davenportworld.com Project Number: 13-208 3/4/13 DAVEN>ORT Transportation Impact Analysis College Road Development New Hanover County,NC Prepared for College Road Development Partners March 4,2013 Analysis by:Mary Morgan,P.E. Drafting/Graphics by:Mary Morgan,P.E. Trisha Hartzell,P.E. Reviewed by:Trisha Hartzell,P.E. Dan Cumbo,P.E. Sealed by:Dan Cumbo,P.E. SEAL 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. Home Office: 305 \X!estFourth Street.Suite 2..-\(27101) 1'.0.Box-+131.\X'illstoll-Salcm.NC 27115-4131 \lain:336.744.1636;Fax:336.-+58.9377 ~M ~ Serving the Southeast since 2002 3/4/13 13-208 College Road Development – Executive Summary i College Road Development – Transportation Impact Analysis New Hanover County, NC Prepared for College Road Development Partners March 4, 2013 Executive Summary The proposed College Road Mixed-Use Development is located along the eastside of US 117/NC 132 (North College Road) just north of the intersection with Long Ridge Drive in New Hanover County, North Carolina. As currently planned, the site will consist of a mixed-use building that has 120 residential apartment units with 6,400 square feet of commercial/office space on the first floor of the building. The site also has a future parcel to the south, which is planned for a 4,500 square foot fast food restaurant. The site will be accessed by two (2) driveways on North College Road which will directly serve the mixed-use building. Access will be provided internally to the future fast food parcel via two locations. Additionally, per the request of the North Carolina Department of Transportation (NCDOT) and New Hanover County, cross access from the fast food parcel will also be planned for to the vacant parcel to the south (D.B. 5354-2729). 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. The following intersections were included in the study: • US 117/NC 132 (North College Road) at Murrayville Road/Bavarian Lane • US 117/NC 132 (North College Road) at Long Ridge Drive • US 117/NC 132 (North College Road) at Proposed North Access • US 117/NC 132 (North College Road) at Proposed South Access The above-mentioned intersections were analyzed for the following scenarios: • 2013 Existing Conditions • 2014 Future No Build Conditions • 2014 Future Build-Out Conditions • 2014 Future Build-Out with Improvements (as necessary) The build-out analysis year for this project was assumed to be 2014. The AM (7:00-9:00 am) and PM (3:30-6:00 pm) peaks were studied. The NCDOT and Wilmington MPO were contacted to obtain background information and to ascertain the elements to be covered in this Transportation Impact Analysis. Information regarding the property was provided by both Design Solutions and GSP Consulting, PLLC. 3/4/13 13-208 College Road Development – Executive Summary ii Level of Service Results The results of the study are discussed by intersection below: North College Road at Murrayville Road/Bavarian Lane This signalized intersection currently operates at LOS D during the existing AM and PM peaks. In 2014 future no build conditions, LOS D is expected in AM and PM peaks. With the addition of site traffic, this is expected to remain unchanged. An improvement to the southbound left turn lane is committed by the Northside Baptist Church Development. However, this improvement is not committed until Phase 2 of the development, which is anticipated in 2017. Due to potential queuing issues of the southbound approach, it is recommended that this improvement be in place at the buildout of this development. Therefore, the following improvements are recommended: • Share the cost to extend the southbound left turn lane and tie into the two-way left turn lane. • Share the cost to modify the traffic signal operations to eight phases and remove the split side phasing. North College Road at Long Ridge Drive The westbound approach of this unsignalized intersection currently operates at LOS F during the AM and PM peaks. With the improvements in place committed by the Northside Baptist Church Development, the westbound approach will operate at LOS C during the AM and PM peaks in 2014 future no build conditions. After the addition of project traffic, the westbound approach will operate at LOS D during the AM peak and LOS C during the PM peak. No improvements are recommended at this intersection. North College Road at Proposed South Access In future build-out conditions, this proposed site access is expected to operate at LOS F in the AM and PM peaks. The following improvements are recommended: • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide two lanes for exiting traffic, one left turn lane and one right turn lane. With these improvements in place, it is anticipated that this site access will operate at LOS E during the AM and PM peaks. 3/4/13 13-208 College Road Development – Executive Summary iii North College Road at Proposed North Access In future build-out conditions, this proposed site access is expected to operate at LOS F in the AM and PM peaks. The following improvements are recommended: • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide one lane for exiting traffic. With these improvements in place, it is anticipated that this site access will operate at LOS E during the AM peak and LOS D during the PM peak. North College Road at Long Ridge Drive looking north 3/4/13 13-208 College Road Development – Executive Summary iv Level of Service Summary Table A presents the summary of the level of service analysis. Table 5.2 - Level of Service Summary AM Peak 2013 Existing 2014 Future No Build 2014 Future Build 2014 Future Build with Improvements North College Road at Murrayville Road/Bavarian Lane D (37.5) D (42.7) D (44.1) D (44.1) North College Road at Long Ridge Drive F (88.7) C (24.5) D (26.7) WB Approach WB Approach WB Approach North College Road at Proposed South Access F (6042.4) E (44.9) WB Approach WB Approach North College Road at Proposed North Access F (860.6) E (36.0) WB Approach WB Approach PM Peak 2013 Existing 2014 Future No Build 2014 Future Build 2014 Future Build with Improvements North College Road at Murrayville Road/Bavarian Lane D (39.4) D (44.3) D (45.5) D (45.5) North College Road at Long Ridge Drive F (55.0) C (21.0) C (23.1) WB Approach WB Approach WB Approach North College Road at Proposed South Access F (6221.4) E (39.7) WB Approach WB Approach North College Road at Proposed North Access F (759.0) D (31.7) WB Approach WB Approach LOS (delay in seconds per vehicle) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay 3/4/13 13-208 College Road Development – Executive Summary v Summary and Conclusion This analysis has been conducted based on the scope given by the Wilmington MPO and NCDOT. We have identified all areas of deficiency and made recommendations for improvements where necessary. The ITE trip generation indicates that based on the current site plan, the College Road Development has a trip generation potential of 2,159 net trips per day. This is based on the development plan of 120 residential apartment units with 6,400 square feet of commercial/office space on the first floor of the building. The site also has a future parcel to the south, which is planned for a 4,500 square foot fast food restaurant. Per the Wilmington MPO and NCDOT, this analysis included the approved developments of the Northside Baptist Church Property Development and Dollar General. The future traffic associated with these developments as well as roadway improvements committed by them were included in future no build and build scenarios. The results of this analysis show that the intersection of North College Road at Murrayville Road/Bavarian Lane is anticipated to operate at LOS D in future build conditions. However, the committed improvement (committed by the Northside Baptist Church Property Development) to extend the southbound left turn lane at this intersection will not take place until 2017. Due to potential queuing issues of the southbound approach, it is recommended that this improvement be in place at the buildout of this development. Therefore, it is recommended that this development share the cost to extend the southbound left turn lane and tie into the two-way left turn lane. In addition, it is recommended that this development share the cost to modify the traffic signal operations to eight phases and remove the split side phasing. In addition, improvements are recommended at the proposed site accesses. These include extending the two-way left turn lane to connect with the existing two-way left turn lane north of the site. The outer northbound lane should be restriped as a through lane. Additionally, left and right turn lanes are recommended at both driveways. It should be noted that an interconnection between the Dollar General development, which is currently being reviewed by New Hanover County, and this development may be required. In conclusion, this study has determined the potential traffic impacts of this development and identified transportation improvements that will be required to accommodate the impacts of both background traffic and new development traffic. The recommended improvements are summarized in Table B. 3/4/13 13-208 College Road Development – Executive Summary vi Table B - Recommended Improvement Summary North College Road at Murrayville Road/ Bavarian Lane • Share the cost of committed improvement to extend the southbound left turn lane and tie into the two-way left turn lane. • Share the cost of committed improvement to modify traffic signal operations to eight phases and North College Road at Long Ridge Drive/ Northern Access • None. North College Road at Proposed South Access • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide two lanes for exiting traffic, one left turn lane and one right turn lane. North College Road at Proposed North Access • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide one lane for exiting traffic. 3/4/13 13-208 College Road Development – Transportation Impact Analysis 1 College Road Development – Transportation Impact Analysis New Hanover County, NC Prepared for College Road Development Partners March 4, 2013 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 ...................................................................................................................... 6 Figure 3 – Existing Lane Geometry ........................................................................................................... 7 Figure 4 – 2013 Existing Traffic Volumes ................................................................................................ 8 3.0 Approved Developments and Committed Improvements ................................................. 9 3.1 Approved Developments...................................................................................................................... 9 Figure 5A – Dollar General Trip Distribution ........................................................................................ 10 Figure 5B – Dollar General Pass-by Trip Distribution ......................................................................... 11 3.2 Committed Improvements ................................................................................................................. 12 4.0 Methodology..................................................................................................................... 13 4.1 Base Assumptions and Standards ...................................................................................................... 13 4.2 Trip Generation.................................................................................................................................... 13 4.3 Trip Distribution .................................................................................................................................. 14 4.4 Future No Build Traffic ...................................................................................................................... 14 4.5 Total Traffic .......................................................................................................................................... 14 Figure 6A – Primary Trip Distribution .................................................................................................... 15 Figure 6B – Pass-by Trip Distribution ..................................................................................................... 16 Figure 7 – 2014 Future No Build Volumes ............................................................................................. 17 Figure 8 – Primary Site Trips ..................................................................................................................... 18 Figure 9 – Pass-by Site Trips ..................................................................................................................... 19 Figure 10 – 2014 Future Build Volumes .................................................................................................. 20 5.0 Capacity Analysis ............................................................................................................. 21 5.1 Level of Service Evaluation Criteria .................................................................................................. 21 5.2 Level of Service Results ...................................................................................................................... 22 5.3 Level of Service Summary .................................................................................................................. 24 6.0 Summary and Conclusion ................................................................................................ 25 Figure 11 – Recommended Improvements ............................................................................................. 27 Appendix .................................................................................................................................. 28 Level of Service Analysis ....................................................................................................................... 29 Trip Generation ...................................................................................................................................... 34 Traffic Volume Data .............................................................................................................................. 35 Supporting Documentation ................................................................................................................... 36 3/4/13 13-208 College Road Development – Transportation Impact Analysis 2 College Road Development – Transportation Impact Analysis New Hanover County, NC Prepared for College Road Development Partners March 4, 2013 1.0 Introduction The proposed College Road Mixed-Use Development is located along the eastside of US 117/NC 132 (North College Road) just north of the intersection with Long Ridge Drive in New Hanover County, North Carolina. As currently planned, the site will consist of a mixed-use building that has 120 residential apartment units with 6,400 square feet of commercial/office space on the first floor of the building. The site also has a future parcel to the south, which is planned for a 4,500 square foot fast food restaurant. The site will be accessed by two (2) driveways on North College Road which will directly serve the mixed-use building. Access will be provided internally to the future fast food parcel via two locations. Additionally, per the request of the North Carolina Department of Transportation (NCDOT) and New Hanover County, cross access from the fast food parcel will also be planned for to the vacant parcel to the south (D.B. 5354-2729). Figure 1 presents the site plan. 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. The following intersections were included in the study: • US 117/NC 132 (North College Road) at Murrayville Road/Bavarian Lane • US 117/NC 132 (North College Road) at Long Ridge Drive • US 117/NC 132 (North College Road) at Proposed North Access • US 117/NC 132 (North College Road) at Proposed South Access The above-mentioned intersections were analyzed for the following scenarios: • 2013 Existing Conditions • 2014 Future No Build Conditions • 2014 Future Build-Out Conditions • 2014 Future Build-Out with Improvements (as necessary) The build-out analysis year for this project was assumed to be 2014. The AM (7:00-9:00 am) and PM (3:30-6:00 pm) peaks were studied. The NCDOT and Wilmington MPO were contacted to obtain background information and to ascertain the elements to be covered in this Transportation Impact Analysis (TIA). Information regarding the property was provided by both Design Solutions and GSP Consulting, PLLC. 3/4/13 13-208 College Road Development – Transportation Impact Analysis 3 Figure 1 – Site Plan FI G U R E 2 A SI T E L O C A T I O N M A P SI T E I N D I C A T O R FI G U R E 2 B VI C I N I T Y M A P ST U D Y I N T E R S E C T I O N S EX I S T I N G PR O P O S E D 3/4/13 13-208 College Road Development – 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 presents a summary of this review. Figure 3 illustrates the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # Cross Section Pavement Width Speed Limit Maintained By North College Road NC 132 / US 117 2-5 lane undivided & divided Varies from 24’ to 60’ 55 MPH NCDOT Murrayville Road SR 1322 2-5 lane undivided Varies from 22’ to 60’ 45 MPH NCDOT Bavarian Lane SR 2124 3-6 lane undivided & divided Varies from 36’ to 68’ 45 MPH NCDOT Long Ridge Drive SR 2160 2-lane undivided Approx. 20’ Not Posted NCDOT 2.2 Existing Traffic Volumes Existing traffic volumes for this project were collected by DAVENPORT staff. Table 2.2 below contains the dates these counts were conducted. Figure 4 shows existing AM and PM peak hour volumes. The full reports for these volumes can be found in the appendix. Table 2.2 - Traffic Volume Data Count Location: Date Taken: By: North College Road @ Murrayville Road/Bavarian Lane 2/6/2013 DAVENPORT North College Road @ Long Ridge Road 2/6/2013 DAVENPORT *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND Murrayville Road No r t h C o l l e g e R o a d No r t h C o l l e g e R o a d FIGURE 3EXISTING LANE GEOMETRY SPEEDLIMIT55 SPEEDLIMIT45 1,3 0 0 ' Bavarian Lane Long Ridge Drive SPEEDLIMITNP SPEEDLIMIT45 SIGNALIZED INTERSECTION 60 0 ' 12 5 ' 250' 125' 250' 125' 42 5 ' 95 0 ' 250' 200'62 5 ' 65 0 ' *** NOT TO SCALE *** FIGURE 4 EXISTING TRAFFIC VOLUMES PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM PEAK / PM PEAK 324 / 108 239 / 94 187 / 117 253 / 275 49 / 20485 / 56 12 9 / 2 6 8 51 9 / 5 8 8 22 0 / 1 4 1 57 / 1 7 4 70 6 / 6 9 5 18 2 / 1 7 7 6 / 3 6 / 2 0 / 6 86 2 / 9 9 5 3 / 5 12 8 0 / 1 0 7 3 Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive SIGNALIZED INTERSECTION 3/4/13 13-208 College Road Development – Transportation Impact Analysis 9 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 NCDOT and New Hanover County staff, there are two approved developments to be included in this analysis: Northside Baptist Church Property Development and Dollar General. These are discussed below. Northside Baptist Church Property Development The buildout of the Northside Baptist Church Property Development, which includes a fast food restaurant and a 260,000 square foot church, is considered in this analysis. The TIA which was prepared by DAVENPORT and approved by NCDOT and New Hanover County in January 2012, was utilized. Dollar General Per the Wilmington MPO, the 9,100 square foot Dollar General development located at the northeast corner of the intersection of US 117/NC 132 (North College Road) at Long Ridge Drive was included in this analysis. The trip generation for this development was estimated and is provided in Table 3.1. The trip distribution was also assumed for this development and is provided in Figures 5A and 5B. It should be noted that this development is still in the review process and an interconnection between the Dollar General and the College Road Development may be required. Table 3.1 - ITE Trip Generation Approved Development - Dollar General Average Weekday Driveway Volumes 24 Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Code Size Volume Enter Exit Enter Exit Free-Standing Discount Store 815 9.1 Th.Sq.Ft.GLA 521 7 3 23 23 Total Unadjusted Trips 521 7 3 23 23 Free-Standing Discount Store Pass-by Reduction (17% PM) -89 0 0 -4 -4 Total Adjusted Trips 432 7 3 19 19 *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Proposed South Access FIGURE 5ADOLLAR GENERALTRIP DISTRIBUTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND IN = ENTERING OUT = EXITING ORIGIN NODE% Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZEDINTERSECTION 15% 35% 15% 35% 35% 35 % I N 15 % O U T 15 % O U T 35 % O U T 15% IN 15% IN 65 % I N 35 % O U T 65% OUT 35% OUT35 % I N 35 % I N 35 % O U T 35 % I N *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Proposed South Access FIGURE 5BDOLLAR GENERAL PASS-BYTRIP DISTRIBUTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND IN = ENTERING OUT = EXITING ORIGIN NODE% Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZEDINTERSECTION 50% 35% 50% +5 0 % I N -5 0 % I N +50% OUT +50% OUT+5 0 % I N -5 0 % I N 3/4/13 13-208 College Road Development – Transportation Impact Analysis 12 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. The Northside Baptist Church Property Development has committed roadway improvements and proposed access driveways along the North College Road corridor. The following improvements have been included in all no build and build analysis conditions: • Northern Site Access @ Long Ridge Drive o Create fourth leg to intersection and include a 100 foot southbound left turn lane, an additional southbound 200 foot combination through and right lane, and a northbound left turn lane with full width to connect to existing two-way-left-turn- lane • Main Site Access o Construct access approximately 300 feet south of Northern Site Access and include an additional southbound combination through and right lane with full width to the Northern Site Access • Southern Site Access o Construct access approximately 440 feet south of Main Site Access to operate under Right-In/Right-Out movement only. • North College Road @ Murrayville Road/Bavarian Lane o Extend the southbound, left turn lane storage to 400 feet o Modify the traffic signal operations to an 8-phase operation (remove the split side phasing) 3/4/13 13-208 College Road Development – Transportation Impact Analysis 13 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. The following table contains a summary of the base assumptions: Table 4.1 - Assumptions Peak Hour Factor 0.90 Background Traffic Annual Growth Rate 3.0% per year for all roadways Base Signal Timing/Phasing Provided by NCDOT Analysis Software Synchro/SimTraffic Version 7.0 Lane widths 12-feet Truck percentages 2% 4.2 Trip Generation As currently planned, this development will include 3,200 square feet of retail space, 3,200 square feet of office space, 120 multi-family units and a 4,500 square foot fast food restaurant. The Institute of Transportation Engineers (ITE) Trip Generation software was used to develop the projected trips created by this development. Table 4.2 contains the results. Table 4.2 - ITE Trip Generation Average Weekday Driveway Volumes 24 Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Code Size Volume Enter Exit Enter Exit Apartments 220 120 Dwelling Units 851 13 50 54 29 General Office Building 710 3.2 Th.Sq.Ft.GLA 94 11 1 14 68 Shopping Center 820 3.2 Th.Sq.Ft.GLA 725 12 8 31 32 Fast Food with Drive- Thru 934 4.5 Th.Sq.Ft.GLA 2233 113 109 79 73 Total Unadjusted Trips 3903 149 168 178 202 15 % Internal Capture Reduction -585 0 0 -27 -30 Subtotal with Internal Capture 3318 149 168 151 172 Retail Pass-by Reduction (34% PM) -210 0 0 -9 -9 Fast Food Pass-by Reduction (49% AM, 50% PM) -949 -55 -53 -34 -31 Total Adjusted Trips 2159 94 115 109 131 3/4/13 13-208 College Road Development – Transportation Impact Analysis 14 Mixed-use developments of this type are designed to combine a number of uses into one site, allowing people to live, work and shop in the same area and without dependence on a vehicle. This proposed development meets the criteria as defined in the ITE Trip Generation Handbook for a “multi-use” development. Therefore, the trips for this development were reduced using the method prescribed in Chapter 7 of the ITE handbook. A reduction of 15% was applied to daily and PM peak hour trips for apartment, retail and office land uses. The worksheets for the internal capture are shown in the trip generation section of the Appendix. Developments of this type also generate what are called “pass-by” trips. The ITE Trip Generation Manual defines “pass-by” trips as trips that are generated by the development, but are already on the adjacent roadway. These trips are not new trips, but are a part of the existing background traffic on North College Road. A “pass by” reduction of 34% was applied to retail trips in the PM peak hour. For the fast food restaurant, an AM peak hour “pass by” reduction of 49% was applied and 50% in the PM peak hour. 4.3 Trip Distribution Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The directional distributions for the primary site trips are as follows: • 35% to/from the south on North College Road • 35% to/from the north on North College Road • 15% to/from the east on Murrayville Road • 15% to/from the west on Bavarian Lane The primary trip distribution is shown in Figure 6A. 50% of pass-by trips were assumed to originate from the south and north on North College Road. The pass-by trip distribution for this development is illustrated in Figure 6B. 4.4 Future No Build Traffic The 2014 future no build traffic volumes were computed by applying a 3.0% compounded annual growth rate to the 2013 existing traffic volumes. Approved development traffic was also included in the future no build traffic volumes. Figure 7 shows the 2014 future no build traffic volumes for AM and PM peaks. 4.5 Total Traffic The 2014 build-out traffic volumes were obtained by summing 2014 future no build volumes and primary and pass-by site trips due to the proposed project. Primary site trips are shown in Figure 8. Pass-by trips are shown in Figure 9. The resulting build volume totals for AM and PM peaks are shown in Figure 10. More information can be found in the Traffic Volume Data section of the appendix. *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Proposed South Access FIGURE 6ATRIP DISTRIBUTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND IN = ENTERING OUT = EXITING ORIGIN NODE% Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZEDINTERSECTION 15% 35% 15% 35% 35% 35 % I N 15 % O U T 15 % O U T 35 % O U T 15% IN 15% IN 65 % I N 65 % O U T 40 % I N 25 % I N 25 % I N 20 % O U T 40% OUT 20% OUT 25% OUT 15% OUT15 % I N 20 % I N 20 % I N 25 % O U T *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Proposed South Access FIGURE 6APASS-BYTRIP DISTRIBUTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND IN = ENTERING OUT = EXITING ORIGIN NODE% Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZEDINTERSECTION 50% 35% 50% +4 0 % I N -4 0 % I N +1 0 % I N -1 0 % I N +40% OUT +40% OUT +10% OUT +10% OUT+1 0 % I N -1 0 % I N +4 0 % I N -4 0 % I N *** NOT TO SCALE *** FIGURE 7 2014 FUTURE NO BUILD VOLUMES PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM PEAK / PM PEAK 353 / 127 251 / 100193 / 121 271 / 29253 / 21494 / 66 14 7 / 2 9 2 57 2 / 6 5 3 23 5 / 1 5 3 59 / 1 7 9 77 8 / 7 6 1 19 6 / 1 8 9 7 / 13 8 / 19 2 / 1 6 88 3 / 1 0 2 0 8 / 2 2 13 0 4 / 1 1 0 2 Proposed South Access Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZED INTERSECTION 0 / 0 0 / 0 0 / 0 94 2 / 1 0 6 5 0 / 0 13 6 1 / 1 1 4 7 0 / 0 0 / 0 0 / 0 94 2 / 1 0 6 5 0 / 0 13 6 1 / 1 1 4 7 Northside Baptist Church 63 / 4 5 0 / 0 51 / 3 4 49 / 320 / 061 / 48 *** NOT TO SCALE *** FIGURE 8 PRIMARY SITE TRIPS PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM PEAK / PM PEAK 14 / 16 0 / 00 / 0 14 / 160 / 00 / 0 17 / 2 0 40 / 4 6 17 / 2 0 0 / 0 33 / 3 8 0 / 0 0 / 0 0 / 0 0 / 0 74 / 8 5 0 / 0 61 / 7 1 Proposed South Access Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZED INTERSECTION 17 / 20 29 / 33 14 / 1 6 19 / 2 2 23 / 2 7 23 / 2 6 23 / 26 46 / 53 19 / 2 2 29 / 3 3 37 / 4 4 23 / 2 7 Northside Baptist Church 0 / 0 0 / 0 0 / 0 0 / 00 / 00 / 0 *** NOT TO SCALE *** FIGURE 9 PASSBY SITE TRIPS PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM PEAK / PM PEAK 0 / 0 0 / 00 / 0 0 / 00 / 00 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 Proposed South Access Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZED INTERSECTION 5 / 4 5 / 4 6 / 4 -6 / - 4 6 / 4 -6 / - 4 21 / 16 21 / 16 22 / 1 7 -2 2 / - 1 7 22 / 1 7 -2 2 / - 1 7 Northside Baptist Church 0 / 0 0 / 0 0 / 0 0 / 00 / 00 / 0 *** NOT TO SCALE *** FIGURE 10 2014 FUTURE BUILD VOLUMES PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT Thisdocument,together withtheconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM PEAK / PM PEAK 367 / 143 251 / 100193 / 121 285 / 30853 / 21494 / 66 16 4 / 3 1 2 61 2 / 6 9 9 25 2 / 1 7 3 59 / 1 7 9 81 1 / 7 9 9 19 6 / 1 8 9 7 / 13 8 / 19 2 / 1 6 95 7 / 1 1 0 5 8 / 2 2 13 6 5 / 1 1 7 3 Proposed South Access Murrayville Road No r t h Co l l e g e R o a d No r t h Co l l e g e R o a d Bavarian Lane Long Ridge Drive Proposed North Access SIGNALIZED INTERSECTION 22 / 24 34 / 37 20 / 2 0 95 5 / 1 0 8 3 29 / 3 1 13 7 8 / 1 1 6 9 44 / 42 67 / 69 41 / 3 9 94 9 / 1 0 8 1 59 / 6 1 13 6 2 / 1 1 5 7 Northside Baptist Church 63 / 4 5 0 / 0 51 / 3 4 49 / 320 / 061 / 48 3/4/13 13-208 College Road Development – Transportation Impact Analysis 21 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 the best conditions and Level of Service “F” represents the worst. 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 3/4/13 13-208 College Road Development – Transportation Impact Analysis 22 5.2 Level of Service Results The results of the study are discussed by intersection below: North College Road at Murrayville Road/Bavarian Lane This signalized intersection currently operates at LOS D during the existing AM and PM peaks. In 2014 future no build conditions, LOS D is expected in AM and PM peaks. With the addition of site traffic, this is expected to remain unchanged. An improvement to the southbound left turn lane is committed by the Northside Baptist Church Development. However, this improvement is not committed until Phase 2 of the development, which is anticipated in 2017. Due to potential queuing issues of the southbound approach, it is recommended that this improvement be in place at the buildout of this development. Therefore, the following improvements are recommended: • Share the cost to extend the southbound left turn lane and tie into the two-way left turn lane. • Share the cost to modify the traffic signal operations to eight phases and remove the split side phasing. North College Road at Long Ridge Drive The westbound approach of this unsignalized intersection currently operates at LOS F during the AM and PM peaks. With the improvements in place committed by the Northside Baptist Church Development, the westbound approach will operate at LOS C during the AM and PM peaks in 2014 future no build conditions. After the addition of project traffic, the westbound approach will operate at LOS D during the AM peak and LOS C during the PM peak. No improvements are recommended at this intersection. North College Road at Proposed South Access In future build-out conditions, this proposed site access is expected to operate at LOS F in the AM and PM peaks. The following improvements are recommended: • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide two lanes for exiting traffic, one left turn lane and one right turn lane. With these improvements in place, it is anticipated that this site access will operate at LOS E during the AM and PM peaks. 3/4/13 13-208 College Road Development – Transportation Impact Analysis 23 North College Road at Proposed North Access In future build-out conditions, this proposed site access is expected to operate at LOS F in the AM and PM peaks. The following improvements are recommended: • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide one lane for exiting traffic. With these improvements in place, it is anticipated that this site access will operate at LOS E during the AM peak and LOS D during the PM peak. North College Road at Long Ridge Drive looking north 3/4/13 13-208 College Road Development – Transportation Impact Analysis 24 5.3 Level of Service Summary Table 5.2 presents the summary of the level of service analysis. Table 5.2 - Level of Service Summary AM Peak 2013 Existing 2014 Future No Build 2014 Future Build 2014 Future Build with Improvements North College Road at Murrayville Road/Bavarian Lane D (37.5) D (42.7) D (44.1) D (44.1) North College Road at Long Ridge Drive F (88.7) C (24.5) D (26.7) WB Approach WB Approach WB Approach North College Road at Proposed South Access F (6042.4) E (44.9) WB Approach WB Approach North College Road at Proposed North Access F (860.6) E (36.0) WB Approach WB Approach PM Peak 2013 Existing 2014 Future No Build 2014 Future Build 2014 Future Build with Improvements North College Road at Murrayville Road/Bavarian Lane D (39.4) D (44.3) D (45.5) D (45.5) North College Road at Long Ridge Drive F (55.0) C (21.0) C (23.1) WB Approach WB Approach WB Approach North College Road at Proposed South Access F (6221.4) E (39.7) WB Approach WB Approach North College Road at Proposed North Access F (759.0) D (31.7) WB Approach WB Approach LOS (delay in seconds per vehicle) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay 3/4/13 13-208 College Road Development – Transportation Impact Analysis 25 6.0 Summary and Conclusion This analysis has been conducted based on the scope given by the Wilmington MPO and NCDOT. We have identified all areas of deficiency and made recommendations for improvements where necessary. The ITE trip generation indicates that based on the current site plan, the College Road Development has a trip generation potential of 2,159 net trips per day. This is based on the development plan of 120 residential apartment units with 6,400 square feet of commercial/office space on the first floor of the building. The site also has a future parcel to the south, which is planned for a 4,500 square foot fast food restaurant. Per the Wilmington MPO and NCDOT, this analysis included the approved developments of the Northside Baptist Church Property Development and Dollar General. The future traffic associated with these developments as well as roadway improvements committed by them were included in future no build and build scenarios. The results of this analysis show that the intersection of North College Road at Murrayville Road/Bavarian Lane is anticipated to operate at LOS D in future build conditions. However, the committed improvement (committed by the Northside Baptist Church Property Development) to extend the southbound left turn lane at this intersection will not take place until 2017. Due to potential queuing issues of the southbound approach, it is recommended that this improvement be in place at the buildout of this development. Therefore, it is recommended that this development share the cost to extend the southbound left turn lane and tie into the two-way left turn lane. In addition, it is recommended that this development share the cost to modify the traffic signal operations to eight phases and remove the split side phasing. In addition, improvements are recommended at the proposed site accesses. These include extending the two-way left turn lane to connect with the existing two-way left turn lane north of the site. The outer northbound lane should be restriped as a through lane. Additionally, left and right turn lanes are recommended at both driveways. It should be noted that an interconnection between the Dollar General development, which is currently being reviewed by New Hanover County, and this development may be required. The recommended improvements are summarized in Table 6.1 on the following page and are illustrated in Figure 11. In conclusion, this study has determined the potential traffic impacts of this development and identified transportation improvements that will be required to accommodate the impacts of both background traffic and new development traffic. 3/4/13 13-208 College Road Development – Transportation Impact Analysis 26 Table 6.1 - Recommended Improvement Summary North College Road at Murrayville Road/ Bavarian Lane • Share the cost of committed improvement to extend the southbound left turn lane and tie into the two-way left turn lane. • Share the cost of committed improvement to modify traffic signal operations to eight phases and remove split side phasing. North College Road at Long Ridge Drive/ Northern Access • None. North College Road at Proposed South Access • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide two lanes for exiting traffic, one left turn lane and one right turn lane. North College Road at Proposed North Access • Extend the two-way left turn lane to tie into existing two-way left turn lane to the north on North College Road. • Restripe the outer northbound lane, currently striped as right turn lane, to a through lane. • Provide a right turn lane with 100 feet of storage and appropriate taper into the site. • Provide a left turn lane with 100 feet of storage and appropriate taper into the site. • Provide one lane for exiting traffic. UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND SIGNALIZED INTERSECTION Proposed South Access No r t h Co l l e g e R o a d Proposed North Access BLACK = EXISTING GREEN = COMMITTED BLUE = PROPOSED 20 0 ' 10 0 ' 10 0 ' 10 0 ' Extend TWLTL and tie into existing TWLTL to the north Extend TWLTL 10 0 ' 10 0 ' Restripe outer northbound lane to a through lane Extend TWLTL Restripe outer northbound lane to a through lane *** NOT TO SCALE *** PROJECT NUMBER 13-208 NORTH COLLEGE ROAD MIXED-USE DEVELOPMENT This document,together with the concepts and designs presented herein,isintendedonlyforthespecificpurposeandclientforwhichit wasprepared.Reuseof,orimproperrelianceon,thisdocumentby otherswithoutwrittenauthorizationandadaptationbyDavenport TransportationConsultingshallbewithoutliabilitytoDavenport TransportationConsultingandshallbeaviolationoftheagreement betweenDavenportTransportationConsultingandtheclient. FIGURE 11 RECOMMENDED IMPROVEMENTS Murrayville Road No r t h Co l l e g e R o a d Bavarian Lane Long Ridge DriveNorthside Baptist Church 60 0 ' 250' 125' 250' 125' 42 5 ' 95 0 ' 250' 200'62 5 ' 65 0 ' Ex t e n d T W L T L Share cost of committed improvement to modify traffic signal operations to 8 phase (remove split side phasing) Sharecost of committed improvement to extend existing southbound left turn lane to tie into the TWLTL *** NOT TO SCALE *** 3/4/13 13-208 College Road Development – Transportation Impact Analysis 28 Appendix 3/4/13 13-208 College Road Development – Transportation Impact Analysis 29 Level of Service Analysis 3/4/13 13-208 College Road Development – Transportation Impact Analysis 30 North College Road at Murrayville Road/Bavarian Lane Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2013 Existing DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)253498518723932418270657129519220 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)2502001251256256501250 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)281549420826636020278463143577244 Shared Lane Traffic (%) Lane Group Flow (vph)281549420826636020278463143577244 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeSplitpm+ovSplitpm+ovProtPermProtPerm Protected Phases4453315216 Permitted Phases4326 Detector Phase445331522166 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2013 Existing DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.014.0 Minimum Split (s)14.014.014.014.014.014.014.021.021.014.021.021.0 Total Split (s)30.030.025.030.030.030.025.060.060.030.065.065.0 Total Split (%)20.0%20.0%16.7%20.0%20.0%20.0%16.7%40.0%40.0%20.0%43.3%43.3% Maximum Green (s)23.323.318.723.523.524.118.754.254.224.158.958.9 Yellow Time (s)4.54.53.04.54.53.03.04.54.53.04.54.5 All-Red Time (s)2.22.23.32.02.02.93.31.31.32.91.61.6 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)4.74.74.34.54.53.94.33.83.83.94.14.1 Lead/LagLagLagLeadLeadLeadLeadLeadLagLagLeadLagLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinMin Act Effct Green (s)17.017.036.322.822.840.214.434.134.116.835.835.8 Actuated g/C Ratio0.160.160.340.210.210.370.130.310.310.160.330.33 v/c Ratio0.520.180.180.290.680.610.440.700.130.520.490.47 Control Delay48.046.029.440.252.020.649.837.329.552.630.932.8 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay48.046.029.440.252.020.649.837.329.552.630.932.8 LOSDDCDDCDDCDCC Approach Delay43.735.539.234.6 Approach LOSDDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 108.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 37.5Intersection LOS: D Intersection Capacity Utilization 60.8%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 No Build DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)271539419325135319677859147572235 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)3015910421427939221886466163636261 Shared Lane Traffic (%) Lane Group Flow (vph)3015910421427939221886466163636261 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 No Build DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)25.040.020.523.038.031.420.555.655.631.466.525.0 Total Split (%)16.7%26.7%13.7%15.3%25.3%20.9%13.7%37.1%37.1%20.9%44.3%16.7% Maximum Green (s)18.033.013.516.031.024.413.548.648.624.459.518.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)17.625.541.121.725.649.914.439.339.319.144.066.8 Actuated g/C Ratio0.140.210.340.180.210.410.120.320.320.160.360.55 v/c Ratio0.610.150.200.350.720.610.540.760.130.590.500.30 Control Delay58.142.829.253.958.534.360.343.333.160.632.316.5 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay58.142.829.253.958.534.360.343.333.160.632.316.5 LOSEDCDECEDCECB Approach Delay49.746.646.032.8 Approach LOSDDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 122.4 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 42.7Intersection LOS: D Intersection Capacity Utilization 67.3%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 Build DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)285539419325136719681159164612252 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)3175910421427940821890166182680280 Shared Lane Traffic (%) Lane Group Flow (vph)3175910421427940821890166182680280 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 Build DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)25.040.020.523.038.032.020.555.055.032.066.525.0 Total Split (%)16.7%26.7%13.7%15.3%25.3%21.3%13.7%36.7%36.7%21.3%44.3%16.7% Maximum Green (s)18.033.013.516.031.025.013.548.048.025.059.518.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)18.126.141.822.026.151.814.441.041.020.547.070.3 Actuated g/C Ratio0.140.210.330.170.210.410.110.320.320.160.370.56 v/c Ratio0.640.150.200.360.720.630.560.790.130.630.520.32 Control Delay60.744.030.555.660.735.662.645.433.763.132.616.6 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay60.744.030.555.660.735.662.645.433.763.132.616.6 LOSEDCEEDEDCECB Approach Delay52.148.247.933.5 Approach LOSDDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 126.4 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 44.1Intersection LOS: D Intersection Capacity Utilization 69.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 Build with Improvements DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)285539419325136719681159164612252 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)3175910421427940821890166182680280 Shared Lane Traffic (%) Lane Group Flow (vph)3175910421427940821890166182680280 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftLeft Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Yes Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development AM 2014 Build with Improvements DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)25.040.020.523.038.032.020.555.055.032.066.525.0 Total Split (%)16.7%26.7%13.7%15.3%25.3%21.3%13.7%36.7%36.7%21.3%44.3%16.7% Maximum Green (s)18.033.013.516.031.025.013.548.048.025.059.518.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)18.126.141.822.026.151.814.441.041.020.547.070.3 Actuated g/C Ratio0.140.210.330.170.210.410.110.320.320.160.370.56 v/c Ratio0.640.150.200.360.720.630.560.790.130.630.520.32 Control Delay60.744.030.555.660.735.662.645.433.763.132.616.6 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay60.744.030.555.660.735.662.645.433.763.132.616.6 LOSEDCEEDEDCECB Approach Delay52.148.247.933.5 Approach LOSDDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 126.4 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 44.1Intersection LOS: D Intersection Capacity Utilization 69.5%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2013 Existing DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)2752045611794108177695174268588141 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)2502001251256256501250 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)30622762130104120197772193298653157 Shared Lane Traffic (%) Lane Group Flow (vph)30622762130104120197772193298653157 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeSplitpm+ovSplitpm+ovProtPermProtPerm Protected Phases4453315216 Permitted Phases4326 Detector Phase445331522166 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2013 Existing DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.014.0 Minimum Split (s)14.014.014.014.014.014.014.021.021.014.021.021.0 Total Split (s)30.030.025.030.030.030.025.060.060.030.065.065.0 Total Split (%)20.0%20.0%16.7%20.0%20.0%20.0%16.7%40.0%40.0%20.0%43.3%43.3% Maximum Green (s)23.323.318.723.523.524.118.754.254.224.158.958.9 Yellow Time (s)4.54.53.04.54.53.03.04.54.53.04.54.5 All-Red Time (s)2.22.23.32.02.02.93.31.31.32.91.61.6 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)4.74.74.34.54.53.94.33.83.83.94.14.1 Lead/LagLagLagLeadLeadLeadLeadLeadLagLagLeadLagLag Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinMin Act Effct Green (s)20.920.939.914.014.040.614.234.534.525.945.545.5 Actuated g/C Ratio0.190.190.350.120.120.360.130.310.310.230.400.40 v/c Ratio0.480.660.110.300.450.210.450.710.400.730.460.25 Control Delay45.354.326.949.355.215.351.639.234.554.826.825.2 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay45.354.326.949.355.215.351.639.234.554.826.825.2 LOSDDCDEBDDCDCC Approach Delay46.839.540.534.1 Approach LOSDDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 112.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 39.4Intersection LOS: D Intersection Capacity Utilization 65.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 No Build DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)29221466121100127189761179292653153 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)32423873134111141210846199324726170 Shared Lane Traffic (%) Lane Group Flow (vph)32423873134111141210846199324726170 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 No Build DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)24.035.020.323.034.042.020.350.050.042.071.724.0 Total Split (%)16.0%23.3%13.5%15.3%22.7%28.0%13.5%33.3%33.3%28.0%47.8%16.0% Maximum Green (s)17.028.013.316.027.035.013.343.043.035.064.717.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)17.723.442.712.718.353.314.238.438.429.854.076.9 Actuated g/C Ratio0.140.190.340.100.150.430.110.310.310.240.430.62 v/c Ratio0.670.680.130.380.410.210.540.780.410.770.470.17 Control Delay61.360.632.459.955.924.061.546.539.659.326.811.5 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay61.360.632.459.955.924.061.546.539.659.326.811.5 LOSEECEECEDDECB Approach Delay57.745.647.933.3 Approach LOSEDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 125 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 44.3Intersection LOS: D Intersection Capacity Utilization 71.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 Build DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)30821466121100143189799179312699173 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)34223873134111159210888199347777192 Shared Lane Traffic (%) Lane Group Flow (vph)34223873134111159210888199347777192 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 Build DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)23.034.020.323.034.042.020.351.051.042.072.723.0 Total Split (%)15.3%22.7%13.5%15.3%22.7%28.0%13.5%34.0%34.0%28.0%48.5%15.3% Maximum Green (s)16.027.013.316.027.035.013.344.044.035.065.716.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)17.623.642.912.718.655.414.240.640.631.657.980.7 Actuated g/C Ratio0.140.180.330.100.140.430.110.310.310.240.450.63 v/c Ratio0.730.700.140.400.410.230.550.800.400.800.490.19 Control Delay66.063.333.861.757.024.663.747.939.562.326.711.6 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay66.063.333.861.757.024.663.747.939.562.326.711.6 LOSEECEECEDDECB Approach Delay61.445.849.233.9 Approach LOSEDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 129 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 45.5Intersection LOS: D Intersection Capacity Utilization 73.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 Build with Improvements DAVENPORT Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)30821466121100143189799179312699173 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Storage Length (ft)25020012512562565000 Storage Lanes21212111 Taper Length (ft)1001001001001001002000 Lane Util. Factor0.971.001.000.971.001.000.970.951.001.000.951.00 Frt 0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)343318631583343318631583343335391583177035391583 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)343318631583343318631583343335391583177035391583 Right Turn on RedNoNoNoNo Satd. Flow (RTOR) Link Speed (mph)30304545 Link Distance (ft)910944955438 Travel Time (s)20.721.514.56.6 Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Adj. Flow (vph)34223873134111159210888199347777192 Shared Lane Traffic (%) Lane Group Flow (vph)34223873134111159210888199347777192 Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftLeft Median Width(ft)24242424 Link Offset(ft)0000 Crosswalk Width(ft)16161616 Two way Left Turn Lane Yes Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Turning Speed (mph)159159159159 Number of Detectors 121121121121 Detector Template LeftThruRightLeftThruRightLeftThruRightLeftThruRight Leading Detector (ft)2010020201002020100202010020 Trailing Detector (ft)000000000000 Detector 1 Position(ft)000000000000 Detector 1 Size(ft)20620206202062020620 Detector 1 TypeCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+ExCl+Ex Detector 1 Channel Detector 1 Extend (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Queue (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 1 Delay (s)0.00.00.00.00.00.00.00.00.00.00.00.0 Detector 2 Position(ft)94949494 Detector 2 Size(ft)6666 Detector 2 TypeCl+ExCl+ExCl+ExCl+Ex Detector 2 Channel Detector 2 Extend (s)0.00.00.00.0 Turn TypeProtpm+ovProtpm+ovProtPermProtpm+ov Protected Phases74538152167 Permitted Phases4826 Detector Phase745381522167 Lanes, Volumes, Timings 100: Bavarian Ln & N College Rd 3/1/2013 13-208 N. College Rd. Development PM 2014 Build with Improvements DAVENPORT Page 2 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Switch Phase Minimum Initial (s)7.07.07.07.07.07.07.014.014.07.014.07.0 Minimum Split (s)23.034.020.323.034.014.920.323.023.014.923.023.0 Total Split (s)23.034.020.323.034.042.020.351.051.042.072.723.0 Total Split (%)15.3%22.7%13.5%15.3%22.7%28.0%13.5%34.0%34.0%28.0%48.5%15.3% Maximum Green (s)16.027.013.316.027.035.013.344.044.035.065.716.0 Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0 Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0 Lead/LagLeadLagLeadLeadLagLeadLeadLagLagLeadLagLead Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYesYes Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0 Recall ModeNoneNoneNoneNoneNoneNoneNoneMinMinNoneMinNone Walk Time (s)5.05.05.05.05.05.05.05.0 Flash Dont Walk (s)11.011.011.011.011.011.011.011.0 Pedestrian Calls (#/hr)00000000 Act Effct Green (s)17.623.642.912.718.655.414.240.640.631.657.980.7 Actuated g/C Ratio0.140.180.330.100.140.430.110.310.310.240.450.63 v/c Ratio0.730.700.140.400.410.230.550.800.400.800.490.19 Control Delay66.063.333.861.757.024.663.747.939.562.326.711.6 Queue Delay0.00.00.00.00.00.00.00.00.00.00.00.0 Total Delay66.063.333.861.757.024.663.747.939.562.326.711.6 LOSEECEECEDDECB Approach Delay61.445.849.233.9 Approach LOSEDDC Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 129 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 45.5Intersection LOS: D Intersection Capacity Utilization 73.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 100: Bavarian Ln & N College Rd 3/4/13 13-208 College Road Development – Transportation Impact Analysis 31 North College Road at Long Ridge Drive/Northern Access HCM Unsignalized Intersection Capacity Analysis 200: Long Ridge Dr & N College Rd 2/27/2013 13-208 N. College Rd. Development AM 2013 Existing DAVENPORT Page 4 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)66128030862 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)77142230958 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1291 pX, platoon unblocked0.810.810.81 vC, conflicting volume23827131426 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol22381801059 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %7799100 cM capacity (veh/h)29674530 Direction, Lane #WB 1NB 1NB 2SB 1 Volume Total13948477958 Volume Left7000 Volume Right7030 cSH5617001700530 Volume to Capacity0.240.560.280.00 Queue Length 95th (ft)20000 Control Delay (s)88.70.00.00.0 Lane LOSF Approach Delay (s)88.70.00.0 Approach LOSF Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 55.4%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 2/28/2013 13-208 N. College Rd. Development AM 2014 No Build DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)490618076313048288351 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)540689087014499298157 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTLNone Median storage veh)2 Upstream signal (ft)1291 pX, platoon unblocked0.790.790.790.790.790.79 vC, conflicting volume188626125192156263672910381458 vC1, stage 1 conf vol1014101415931593 vC2, stage 2 conf vol87215985631042 vCu, unblocked vol158825085191930253812110381045 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %7510086931009989100 cM capacity (veh/h)222147502123136716666522 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total546817709664922654384 Volume Left54097000200 Volume Right06880090057 cSH2225022016661700170052217001700 Volume to Capacity0.250.140.080.110.570.290.000.380.23 Queue Length 95th (ft)23127900000 Control Delay (s)26.413.324.511.00.00.011.90.00.0 Lane LOSDBCBB Approach Delay (s)19.124.50.50.0 Approach LOSCC Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 57.2%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 2/28/2013 13-208 N. College Rd. Development AM 2014 Build DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)490618076313658295751 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)5406890870151792106357 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTLNone Median storage veh)2 Upstream signal (ft)1291 pX, platoon unblocked0.780.780.780.780.780.78 vC, conflicting volume200227625602265278676311201526 vC1, stage 1 conf vol1096109616611661 vC2, stage 2 conf vol90616666041124 vCu, unblocked vol171326935602052272311411201098 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %7310086921009989100 cM capacity (veh/h)200134472111122711619489 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total5468177010115142709411 Volume Left54097000200 Volume Right06880090057 cSH2004721836191700170048917001700 Volume to Capacity0.270.140.090.110.590.300.000.420.24 Queue Length 95th (ft)271271000000 Control Delay (s)29.613.926.711.60.00.012.40.00.0 Lane LOSDBDBB Approach Delay (s)20.926.70.50.0 Approach LOSCD Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 58.9%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentAM 2014 Build with Improvements DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)490618076313658295751 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)5406890870151792106357 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft)1291 pX, platoon unblocked0.780.780.780.780.780.78 vC, conflicting volume200227625602265278676311201526 vC1, stage 1 conf vol1096109616611661 vC2, stage 2 conf vol90616666041124 vCu, unblocked vol171326935602052272311411201098 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %7310086921009989100 cM capacity (veh/h)200134472111122711619489 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total5468177010115142709411 Volume Left540970 00200 Volume Right068 80090057 cSH2004721836191700170048917001700 Volume to Capacity0.270.140.090.110.590.300.000.420.24 Queue Length 95th (ft)2712710 00000 Control Delay (s)29.613.926.711.60.00.012.40.00.0 Lane LOSDBDBB Approach Delay (s)20.926.70.50.0 Approach LOSCD Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 58.9%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Long Ridge Dr & N College Rd 2/28/2013 13-208 N. College Rd. Development PM 2013 Existing DAVENPORT Page 4 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)23107356995 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)231192671106 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)1291 pX, platoon unblocked0.810.810.81 vC, conflicting volume23145991198 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol215542780 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %9310099 cM capacity (veh/h)33827676 Direction, Lane #WB 1NB 1NB 2SB 1 Volume Total67954031112 Volume Left2007 Volume Right3060 cSH7817001700676 Volume to Capacity0.070.470.240.01 Queue Length 95th (ft)6001 Control Delay (s)55.00.00.00.4 Lane LOSFA Approach Delay (s)55.00.00.4 Approach LOSF Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 67.1%ICU Level of Service C Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 2/28/2013 13-208 N. College Rd. Development PM 2014 No Build DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)32048190134511022216102034 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)36053210145012242418113338 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTLNone Median storage veh)2 Upstream signal (ft)1291 pX, platoon unblocked0.790.790.790.790.790.79 vC, conflicting volume191425375861992254362411711249 vC1, stage 1 conf vol1188118813371337 vC2, stage 2 conf vol72713496561207 vCu, unblocked vol162524135861724242201171782 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %801008888100989297 cM capacity (veh/h)182166454176152856592656 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total3653365081643318756416 Volume Left3602150001800 Volume Right0531400240038 cSH1824542605921700170065617001700 Volume to Capacity0.200.120.140.080.480.250.030.440.24 Queue Length 95th (ft)181012700200 Control Delay (s)29.514.021.011.60.00.010.60.00.0 Lane LOSDBCBB Approach Delay (s)20.221.00.40.2 Approach LOSCC Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 52.6%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 2/28/2013 13-208 N. College Rd. Development PM 2014 Build DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)32048190134511732216110534 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)36053210145013032418122838 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTLNone Median storage veh)2 Upstream signal (ft)1291 pX, platoon unblocked0.780.780.780.780.780.78 vC, conflicting volume204827106332118271766412661328 vC1, stage 1 conf vol1282128214161416 vC2, stage 2 conf vol76614287031301 vCu, unblocked vol177326266331864263501266845 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %781008787100989197 cM capacity (veh/h)160149423157133841545611 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total3653365086945918819447 Volume Left3602150001800 Volume Right0531400240038 cSH1604232345451700170061117001700 Volume to Capacity0.220.130.150.090.510.270.030.480.26 Queue Length 95th (ft)201113800200 Control Delay (s)33.914.723.112.30.00.011.10.00.0 Lane LOSDBCBB Approach Delay (s)22.423.10.40.2 Approach LOSCC Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 52.6%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 200: Northside Baptist Church & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentPM 2014 Build with Improvements DAVENPORT Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)32048190134511732216110534 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90 Hourly flow rate (vph)36053210145013032418122838 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft)1291 pX, platoon unblocked0.780.780.780.780.780.78 vC, conflicting volume204827106332118271766412661328 vC1, stage 1 conf vol1282128214161416 vC2, stage 2 conf vol76614287031301 vCu, unblocked vol177326266331864263501266845 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %781008787100989197 cM capacity (veh/h)160149423157133841545611 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3SB 1SB 2SB 3 Volume Total3653365086945918819447 Volume Left3602150001800 Volume Right0531400240038 cSH1604232345451700170061117001700 Volume to Capacity0.220.130.150.090.510.270.030.480.26 Queue Length 95th (ft)201113 800200 Control Delay (s)33.914.723.112.30.00.011.10.00.0 Lane LOSDBCBB Approach Delay (s)22.423.10.40.2 Approach LOSCC Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 52.6%ICU Level of Service A Analysis Period (min)15 3/4/13 13-208 College Road Development – Transportation Impact Analysis 32 North College Road at Proposed South Access HCM Unsignalized Intersection Capacity Analysis 300: South Site Access & N College Rd 2/28/2013 13-208 N. College Rd. Development AM 2014 Build DAVENPORT Page 6 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)674413625941949 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)7449151366461054 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume26927891579 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol26927891579 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %08589 cM capacity (veh/h)16333413 Direction, Lane #WB 1WB 2NB 1NB 2SB 1 Volume Total744910095701100 Volume Left7400046 Volume Right0490660 cSH1633317001700413 Volume to Capacity4.800.150.590.340.11 Queue Length 95th (ft)Err13009 Control Delay (s)Err17.70.00.04.7 Lane LOSFCA Approach Delay (s)6042.40.04.7 Approach LOSF Intersection Summary Average Delay 267.8 Intersection Capacity Utilization 93.6%ICU Level of Service F Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 300: South Site Access & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentAM 2014 Build with Improvements DAVENPORT Page 6 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)674413625941949 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)7449151366461054 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume26597571579 vC1, stage 1 conf vol1513 vC2, stage 2 conf vol1146 vCu, unblocked vol26597571579 tC, single (s)6.86.94.1 tC, 2 stage (s)5.8 tF (s)3.53.32.2 p0 queue free %438689 cM capacity (veh/h)132350413 Direction, Lane #WB 1WB 2NB 1NB 2NB 3SB 1SB 2 Volume Total744975775766461054 Volume Left74 0000460 Volume Right049006600 cSH1323501700170017004131700 Volume to Capacity0.570.140.450.450.040.110.62 Queue Length 95th (ft)7012 00090 Control Delay (s)63.216.90.00.00.014.80.0 Lane LOSFCB Approach Delay (s)44.90.00.6 Approach LOSE Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 60.3%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 300: South Site Access & N College Rd 2/28/2013 13-208 N. College Rd. Development PM 2014 Build DAVENPORT Page 6 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)6942115761391081 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)7747128668431201 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume26076771353 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol26076771353 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %08891 cM capacity (veh/h)18395504 Direction, Lane #WB 1WB 2NB 1NB 2SB 1 Volume Total77478574961244 Volume Left7700043 Volume Right0470680 cSH1839517001700504 Volume to Capacity4.200.120.500.290.09 Queue Length 95th (ft)Err10007 Control Delay (s)Err15.30.00.04.1 Lane LOSFCA Approach Delay (s)6221.40.04.1 Approach LOSF Intersection Summary Average Delay 283.8 Intersection Capacity Utilization 98.9%ICU Level of Service F Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 300: South Site Access & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentPM 2014 Build with Improvements DAVENPORT Page 6 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)6942115761391081 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)7747128668431201 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume25736431353 vC1, stage 1 conf vol1286 vC2, stage 2 conf vol1288 vCu, unblocked vol25736431353 tC, single (s)6.86.94.1 tC, 2 stage (s)5.8 tF (s)3.53.32.2 p0 queue free %478991 cM capacity (veh/h)145416504 Direction, Lane #WB 1WB 2NB 1NB 2NB 3SB 1SB 2 Volume Total774764364368431201 Volume Left77 0000430 Volume Right047006800 cSH1454161700170017005041700 Volume to Capacity0.530.110.380.380.040.090.71 Queue Length 95th (ft)65 900070 Control Delay (s)54.914.70.00.00.012.80.0 Lane LOSFBB Approach Delay (s)39.70.00.4 Approach LOSE Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 67.4%ICU Level of Service C Analysis Period (min)15 3/4/13 13-208 College Road Development – Transportation Impact Analysis 33 North College Road at Proposed North Access HCM Unsignalized Intersection Capacity Analysis 400: North Site Access & N College Rd 2/28/2013 13-208 N. College Rd. Development AM 2014 Build DAVENPORT Page 8 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)342213782920955 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)3824153132221061 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume26537821563 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol26537821563 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %09395 cM capacity (veh/h)18337419 Direction, Lane #WB 1NB 1NB 2SB 1 Volume Total6210215431083 Volume Left380022 Volume Right240320 cSH2817001700419 Volume to Capacity2.220.600.320.05 Queue Length 95th (ft)186004 Control Delay (s)860.60.00.02.2 Lane LOSFA Approach Delay (s)860.60.02.2 Approach LOSF Intersection Summary Average Delay 20.7 Intersection Capacity Utilization 76.3%ICU Level of Service D Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 400: North Site Access & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentAM 2014 Build with Improvements DAVENPORT Page 8 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)342213782920955 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)3824153132221061 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume26377661563 vC1, stage 1 conf vol1531 vC2, stage 2 conf vol1106 vCu, unblocked vol26377661563 tC, single (s)6.86.94.1 tC, 2 stage (s)5.8 tF (s)3.53.32.2 p0 queue free %729395 cM capacity (veh/h)135346419 Direction, Lane #WB 1NB 1NB 2NB 3SB 1SB 2 Volume Total6276676632221061 Volume Left38000220 Volume Right24003200 cSH1771700170017004191700 Volume to Capacity0.350.450.450.020.050.62 Queue Length 95th (ft)37 00040 Control Delay (s)36.00.00.00.014.10.0 Lane LOSEB Approach Delay (s)36.00.00.3 Approach LOSE Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 60.3%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 400: North Site Access & N College Rd 2/28/2013 13-208 N. College Rd. Development PM 2014 Build DAVENPORT Page 8 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)3724116931201083 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)4127129934221203 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume25646671333 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol25646671333 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %09396 cM capacity (veh/h)20402513 Direction, Lane #WB 1NB 1NB 2SB 1 Volume Total688664671226 Volume Left410022 Volume Right270340 cSH3317001700513 Volume to Capacity2.080.510.270.04 Queue Length 95th (ft)192003 Control Delay (s)759.00.00.02.0 Lane LOSFA Approach Delay (s)759.00.02.0 Approach LOSF Intersection Summary Average Delay 20.5 Intersection Capacity Utilization 83.2%ICU Level of Service E Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 400: North Site Access & N College Rd 3/1/2013 13-208 N. College Rd. DevelopmentPM 2014 Build with Improvements DAVENPORT Page 8 MovementWBLWBRNBTNBRSBLSBT Lane Configurations Volume (veh/h)3724116931201083 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.900.900.900.900.900.90 Hourly flow rate (vph)4127129934221203 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeTWLTLTWLTL Median storage veh)22 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume25476491333 vC1, stage 1 conf vol1299 vC2, stage 2 conf vol1248 vCu, unblocked vol25476491333 tC, single (s)6.86.94.1 tC, 2 stage (s)5.8 tF (s)3.53.32.2 p0 queue free %739496 cM capacity (veh/h)151412513 Direction, Lane #WB 1NB 1NB 2NB 3SB 1SB 2 Volume Total6864964934221203 Volume Left41000220 Volume Right27003400 cSH2011700170017005131700 Volume to Capacity0.340.380.380.020.040.71 Queue Length 95th (ft)35 00030 Control Delay (s)31.70.00.00.012.30.0 Lane LOSDB Approach Delay (s)31.70.00.2 Approach LOSD Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 67.2%ICU Level of Service C Analysis Period (min)15 3/4/13 13-208 College Road Development – Transportation Impact Analysis 34 Trip Generation College Road Development Summary of Multi-Use Trip Generation Average Weekday Driveway Volumes February 07, 2013 ____________________________________________________________________ 24 Hour AM Pk Hour PM Pk Hour Two-Way Land Use Size Volume Enter Exit Enter Exit ____________________________________________________________________ Apartments 120 Dwelling Units 851 13 50 54 29 General Office Building 3.2 Th.Sq.Ft. GFA 94 11 1 14 68 Shopping Center 3.2 Th.Sq.Ft. GLA 725 12 8 31 32 Fast-Food Restaurant with Drive-Thru 4.5 Th.Sq.Ft. GFA 2233 113 109 79 73 ____________________________________________________________________ Total Driveway Volume 3903 149 168 178 202 Total Peak Hour Pass-By Trips 55 53 73 71 Total Peak Hour Vol. Added to Adjacent Streets 94 115 105 131 ____________________________________________________________________ Note: A zero indicates no data available. TRIP GENERATION BY MICROTRANS 3/4/13 13-208 College Road Development – Transportation Impact Analysis 35 Traffic Volume Data (Including Intersection Photographs) DA V E N P O R T T R A N S P O R T I O N C O N S U L T I N G P r o j e c t N o . 1 3 - 2 0 8 US 1 1 7 / N C 1 3 2 a t L o n g R i d g e D r i v e , W i l m i n g t o n , N C US 1 1 7 / N C 1 3 2 a t L o n g R i d g e D r i v e lo o k i n g N o r t h US 1 1 7 / N C 1 3 2 a t L o n g R i d g e D r i v e lo o k i n g S o u t h US 1 1 7 / N C 1 3 2 a t L o n g R i d g e D r i v e lo o k i n g E a s t US 1 1 7 / N C 1 3 2 a t L o n g R i d g e D r i v e lo o k i n g W e s t File Name : 13-208 N. College Rd & Long Ridge Site Code : 00013208 Start Date : 2/6/2013 Page No : 1 Counted By: B. Whitaker, J. Williams Weather: Clear Groups Printed- Cars - Trucks - Bikes College Road Southbound Long Ridge Drive Westbound College Road Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total07:00 AM 0 56 0 0 56 1 0 1 0 2 0 57 0 0 57 0 0 0 0 0 115 07:15 AM 1 91 0 0 92 3 0 2 0 5 0 76 0 0 76 0 0 0 0 0 173 07:30 AM 0 113 0 0 113 0 0 0 0 0 0 92 0 0 92 0 0 0 0 0 205 07:45 AM 1 158 0 0 159 0 0 0 0 0 0 235 0 0 235 0 0 0 0 0 394 Total 2 418 0 0 420 4 0 3 0 7 0 460 0 0 460 0 0 0 0 0 887 08:00 AM 0 169 0 0 169 1 0 2 0 3 0 135 2 0 137 0 0 0 0 0 309 08:15 AM 0 167 0 0 167 2 0 1 0 3 0 197 1 0 198 0 0 0 0 0 368 08:30 AM 0 234 0 0 234 2 0 0 0 2 0 267 0 0 267 0 0 0 0 0 503 08:45 AM 0 241 0 0 241 1 0 3 0 4 0 363 0 1 364 0 0 0 0 0 609 Total 0 811 0 0 811 6 0 6 0 12 0 962 3 1 966 0 0 0 0 0 1789 03:30 PM 1 306 0 0 307 0 0 1 0 1 0 217 1 0 218 0 0 0 0 0 526 03:45 PM 0 286 0 0 286 1 0 0 0 1 0 200 1 0 201 0 0 0 0 0 488 Total 1 592 0 0 593 1 0 1 0 2 0 417 2 0 419 0 0 0 0 0 1014 04:00 PM 1 250 0 0 251 0 0 0 0 0 0 231 2 0 233 0 0 0 0 0 484 04:15 PM 0 212 0 0 212 0 0 0 0 0 0 263 4 0 267 0 0 0 0 0 479 04:30 PM 2 282 1 1 286 0 0 2 3 5 0 193 1 1 195 0 0 0 0 0 486 04:45 PM 3 223 0 0 226 0 0 1 0 1 0 232 2 0 234 0 0 0 1 1 462 Total 6 967 1 1 975 0 0 3 3 6 0 919 9 1 929 0 0 0 1 1 1911 05:00 PM 1 238 0 0 239 1 0 1 0 2 0 206 1 0 207 0 0 0 0 0 448 05:15 PM 1 258 0 0 259 0 0 0 0 0 0 247 0 0 247 0 0 0 0 0 506 05:30 PM 1 257 0 0 258 1 0 1 0 2 0 305 2 0 307 0 0 0 0 0 567 05:45 PM 0 204 1 0 205 0 0 1 0 1 0 230 7 0 237 0 0 0 0 0 443 Total 3 957 1 0 961 2 0 3 0 5 0 988 10 0 998 0 0 0 0 0 1964 Grand Total 12 3745 2 1 3760 13 0 16 3 32 0 3746 24 2 3772 0 0 0 1 1 7565 Apprch %0.3 99.6 0.1 0 40.6 0 50 9.4 0 99.3 0.6 0.1 0 0 0 100 Total %0.2 49.5 0 0 49.7 0.2 0 0.2 0 0.4 0 49.5 0.3 0 49.9 0 0 0 0 0 Cars 12 3590 3623 % Cars 100 95.9 100 100 95.9 100 0 93.8 100 96.9 0 96.7 91.7 100 96.7 0 0 0 100 100 96.3 Trucks 0 153 0 0 153 0 0 1 0 1 0 120 2 0 122 0 0 0 0 0 276 % Trucks 0 4.1 0 0 4.1 0 0 6.2 0 3.1 0 3.2 8.3 0 3.2 0 0 0 0 0 3.6 Bikes 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 5 % Bikes 0 0.1 0 0 0.1 0 0 0 0 0 0 0.1 0 0 0.1 0 0 0 0 0 0.1 Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 N. College Rd & Long Ridge Site Code : 00013208 Start Date : 2/6/2013 Page No : 2 Counted By: B. Whitaker, J. Williams Weather: Clear College Road N / A L o n g R i d g e D r i v e College Road Right 2 0 0 2 Thru 3590 153 2 3745 Left 12 0 0 12 Peds 1 0 0 1 InOut Total 3638 3605 7243 121 153 274 3 2 5 3762 7522 3760 Rig h t 15 1 0 16 Th r u 0 0 0 0 Le f t 13 0 0 13 Pe d s 3 0 0 3 Ou t To t a l In 34 31 65 2 1 3 0 0 0 36 68 32 Left 0 0 0 0 Thru 3623 120 3 3746 Right 22 2 0 24 Peds 2 0 0 2 Out TotalIn 3603 3647 7250 153 122 275 2 3 5 3758 7530 3772 Le f t 0 0 0 0 Th r u 0 0 0 0 Rig h t 0 0 0 0 Pe d s 1 0 0 1 To t a l Ou t In 2 1 3 0 0 0 0 0 0 2 3 1 2/6/2013 07:00 AM 2/6/2013 05:45 PM Cars Trucks Bikes North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 N. College Rd & Long Ridge Site Code : 00013208 Start Date : 2/6/2013 Page No : 3 Counted By: B. Whitaker, J. Williams Weather: Clear College Road Southbound Long Ridge Drive Westbound College Road Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 169 0 0 169 1 0 2 0 3 0 135 2 0 137 0 0 0 0 0 309 08:15 AM 0 167 0 0 167 2 0 1 0 3 0 197 1 0 198 0 0 0 0 0 368 08:30 AM 0 234 0 0 234 2 0 0 0 2 0 267 0 0 267 0 0 0 0 0 503 08:45 AM 0 241 0 0 241 1 0 3 0 4 0 363 0 1 364 0 0 0 0 0 609 Total Volume 0 811 0 0 811 6 0 6 0 12 0 962 3 1 966 0 0 0 0 0 1789 % App. Total 0 100 0 0 50 0 50 0 0 99.6 0.3 0.1 0 0 0 0 PHF .000 .841 .000 .000 .841 .750 .000 .500 .000 .750 .000 .663 .375 .250 .663 .000 .000 .000 .000 .000 .734 College Road N / A L o n g R i d g e D r i v e College Road Right 0 Thru 811 Left 0 Peds 0 InOut Total 968 811 1779 Ri g h t 6 Th r u 0 Le f t 6 Pe d s 0 Ou t To t a l In 3 12 15 Left 0 Thru 962 Right 3 Peds 1 Out TotalIn 817 966 1783 Le f t 0 Th r u 0 Rig h t 0 Pe d s 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 08:00 AM Cars Trucks Bikes Peak Hour Data North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 N. College Rd & Long Ridge Site Code : 00013208 Start Date : 2/6/2013 Page No : 4 Counted By: B. Whitaker, J. Williams Weather: Clear College Road Southbound Long Ridge Drive Westbound College Road Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 223 0 0 226 0 0 1 0 1 0 232 2 0 234 0 0 0 1 1 462 05:00 PM 1 238 0 0 239 1 0 1 0 2 0 206 1 0 207 0 0 0 0 0 448 05:15 PM 1 258 0 0 259 0 0 0 0 0 0 247 0 0 247 0 0 0 0 0 506 05:30 PM 1 257 0 0 258 1 0 1 0 2 0 305 2 0 307 0 0 0 0 0 567 Total Volume 6 976 0 0 982 2 0 3 0 5 0 990 5 0 995 0 0 0 1 1 1983 % App. Total 0.6 99.4 0 0 40 0 60 0 0 99.5 0.5 0 0 0 0 100 PHF .500 .946 .000 .000 .948 .500 .000 .750 .000 .625 .000 .811 .625 .000 .810 .000 .000 .000 .250 .250 .874 College Road N / A L o n g R i d g e D r i v e College Road Right 0 Thru 976 Left 6 Peds 0 InOut Total 993 982 1975 Ri g h t 3 Th r u 0 Le f t 2 Pe d s 0 Ou t To t a l In 11 5 16 Left 0 Thru 990 Right 5 Peds 0 Out TotalIn 978 995 1973 Le f t 0 Th r u 0 Ri g h t 0 Pe d s 1 To t a l Ou t In 0 1 1 Peak Hour Begins at 04:45 PM Cars Trucks Bikes Peak Hour Data North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 DA V E N P O R T P r o j e c t N o . 1 3 - 2 0 8 N. C o l l e g e R d ( N C 1 3 2 ) a t M u r r a y v i l l e R d & B a v a r i a n D r , N e w H a n o v e r C o u n t y , N C N. C o l l e g e R d ( N C 1 3 2 ) a t M u r r a y v i l l e R d & Ba v a r i a n D r l o o k i n g w e s t N. C o l l e g e R d ( N C 1 3 2 ) a t M u r r a y v i l l e R d & Ba v a r i a n D r l o o k i n g n o r t h N. C o l l e g e R d ( N C 1 3 2 ) a t M u r r a y v i l l e R d & Ba v a r i a n D r l o o k i n g s o u t h N. C o l l e g e R d ( N C 1 3 2 ) a t M u r r a y v i l l e R d & Ba v a r i a n D r l o o k i n g e a s t File Name : 13-208 College at Murrayville - Bavarian Site Code : 00000000 Start Date : 2/6/2013 Page No : 1 Counted By: L. Reid Weather: Clear Groups Printed- Cars - Trucks - Bikes College Street Southbound Murrayville Road Westbound College Street Northbound Bavarian Lane Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total07:00 AM 29 94 23 0 146 33 44 22 0 99 31 79 31 0 141 20 16 22 0 58 444 07:15 AM 21 84 25 0 130 49 43 24 2 118 50 120 35 0 205 32 19 35 0 86 539 07:30 AM 21 137 52 0 210 72 96 40 0 208 51 163 17 0 231 50 16 14 1 81 730 07:45 AM 26 103 54 1 184 59 52 72 0 183 52 166 15 0 233 52 12 26 1 91 691 Total 97 418 154 1 670 213 235 158 2 608 184 528 98 0 810 154 63 97 2 316 2404 08:00 AM 56 151 62 0 269 32 51 122 0 205 45 196 15 0 256 84 12 31 0 127 857 08:15 AM 26 128 52 0 206 24 40 90 0 154 34 181 10 0 225 67 9 14 0 90 675 08:30 AM 57 135 49 0 241 31 42 31 0 104 23 93 8 0 124 39 10 23 1 73 542 08:45 AM 30 131 27 0 188 33 22 26 0 81 41 120 12 0 173 34 13 16 0 63 505 Total 169 545 190 0 904 120 155 269 0 544 143 590 45 0 778 224 44 84 1 353 2579 03:30 PM 56 215 36 0 307 26 16 19 0 61 31 148 22 0 201 54 31 17 1 103 672 03:45 PM 61 178 48 0 287 21 28 25 0 74 31 110 26 0 167 62 24 24 0 110 638 Total 117 393 84 0 594 47 44 44 0 135 62 258 48 0 368 116 55 41 1 213 1310 04:00 PM 70 151 34 0 255 24 32 24 0 80 34 122 24 1 181 47 26 15 0 88 604 04:15 PM 40 155 27 0 222 22 17 25 0 64 40 151 28 1 220 57 40 29 0 126 632 04:30 PM 62 160 50 0 272 22 14 19 0 55 33 123 32 0 188 58 34 27 0 119 634 04:45 PM 48 136 33 0 217 24 21 27 0 72 32 151 37 1 221 60 41 11 1 113 623 Total 220 602 144 0 966 92 84 95 0 271 139 547 121 3 810 222 141 82 1 446 2493 05:00 PM 73 126 44 0 243 28 20 33 0 81 48 143 41 0 232 54 42 19 0 115 671 05:15 PM 80 168 27 0 275 36 29 21 0 86 44 181 47 0 272 76 66 21 0 163 796 05:30 PM 67 158 37 0 262 29 24 27 0 80 53 220 49 1 323 85 55 5 0 145 810 05:45 PM 38 116 41 1 196 30 24 20 0 74 39 156 33 0 228 80 25 14 0 119 617 Total 258 568 149 1 976 123 97 101 0 321 184 700 170 1 1055 295 188 59 0 542 2894 Grand Total 861 2526 721 2 4110 595 615 667 2 1879 712 2623 482 4 3821 1011 491 363 5 1870 11680 Apprch %20.9 61.5 17.5 0 31.7 32.7 35.5 0.1 18.6 68.6 12.6 0.1 54.1 26.3 19.4 0.3 Total %7.4 21.6 6.2 0 35.2 5.1 5.3 5.7 0 16.1 6.1 22.5 4.1 0 32.7 8.7 4.2 3.1 0 16 Cars 854 2486 2565 11488 % Cars 99.2 98.4 98.6 100 98.6 100 99 98.1 100 99 98.7 97.8 99.6 100 98.2 96.8 99.4 96.7 100 97.5 98.4 Trucks 7 35 10 0 52 0 6 13 0 19 7 57 1 0 65 30 2 11 0 43 179 % Trucks 0.8 1.4 1.4 0 1.3 0 1 1.9 0 1 1 2.2 0.2 0 1.7 3 0.4 3 0 2.3 1.5 Bikes 0 5 0 0 5 0 0 0 0 0 2 1 1 0 4 2 1 1 0 4 13 % Bikes 0 0.2 0 0 0.1 0 0 0 0 0 0.3 0 0.2 0 0.1 0.2 0.2 0.3 0 0.2 0.1 Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 College at Murrayville - Bavarian Site Code : 00000000 Start Date : 2/6/2013 Page No : 2 Counted By: L. Reid Weather: Clear College Street B a v a r i a n L a n e M u r r a y v i l l e R o a d College Street Right 711 10 0 721 Thru 2486 35 5 2526 Left 854 7 0 861 Peds 2 0 0 2 InOut Total 4198 4053 8251 100 52 152 3 5 8 4301 8411 4110 Rig h t 65 4 13 0 66 7 Th r u 60 9 6 0 61 5 Le f t 59 5 0 0 59 5 Pe d s 2 0 0 2 Ou t To t a l In 18 2 2 18 6 0 36 8 2 10 19 29 2 0 2 18 3 4 37 1 3 18 7 9 Left 703 7 2 712 Thru 2565 57 1 2623 Right 480 1 1 482 Peds 4 0 0 4 Out TotalIn 3432 3752 7184 46 65 111 6 4 10 3484 7305 3821 Le f t 97 9 30 2 10 1 1 Th r u48 8 2 1 49 1 Rig h t 35 1 11 1 36 3 Pe d s 5 0 0 5 To t a l Ou t In 20 2 3 18 2 3 38 4 6 23 43 66 2 4 6 20 4 8 39 1 8 18 7 0 2/6/2013 07:00 AM 2/6/2013 05:45 PM Cars Trucks Bikes North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 College at Murrayville - Bavarian Site Code : 00000000 Start Date : 2/6/2013 Page No : 3 Counted By: L. Reid Weather: Clear College Street Southbound Murrayville Road Westbound College Street Northbound Bavarian Lane Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 21 137 52 0 210 72 96 40 0 208 51 163 17 0 231 50 16 14 1 81 730 07:45 AM 26 103 54 1 184 59 52 72 0 183 52 166 15 0 233 52 12 26 1 91 691 08:00 AM 56 151 62 0 269 32 51 122 0 205 45 196 15 0 256 84 12 31 0 127 857 08:15 AM 26 128 52 0 206 24 40 90 0 154 34 181 10 0 225 67 9 14 0 90 675 Total Volume 129 519 220 1 869 187 239 324 0 750 182 706 57 0 945 253 49 85 2 389 2953 % App. Total 14.8 59.7 25.3 0.1 24.9 31.9 43.2 0 19.3 74.7 6 0 65 12.6 21.9 0.5 PHF .576 .859 .887 .250 .808 .649 .622 .664 .000 .901 .875 .901 .838 .000 .923 .753 .766 .685 .500 .766 .861 College Street B a v a r i a n L a n e M u r r a y v i l l e R o a d College Street Right 220 Thru 519 Left 129 Peds 1 InOut Total 1283 869 2152 Ri g h t 32 4 Th r u 23 9 Le f t 18 7 Pe d s 0 Ou t To t a l In 23 5 75 0 98 5 Left 182 Thru 706 Right 57 Peds 0 Out TotalIn 791 945 1736 Le f t 25 3 Th r u 49 Rig h t 85 Pe d s 2 To t a l Ou t In 64 1 38 9 10 3 0 Peak Hour Begins at 07:30 AM Cars Trucks Bikes Peak Hour Data North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 File Name : 13-208 College at Murrayville - Bavarian Site Code : 00000000 Start Date : 2/6/2013 Page No : 4 Counted By: L. Reid Weather: Clear College Street Southbound Murrayville Road Westbound College Street Northbound Bavarian Lane Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 48 136 33 0 217 24 21 27 0 72 32 151 37 1 221 60 41 11 1 113 623 05:00 PM 73 126 44 0 243 28 20 33 0 81 48 143 41 0 232 54 42 19 0 115 671 05:15 PM 80 168 27 0 275 36 29 21 0 86 44 181 47 0 272 76 66 21 0 163 796 05:30 PM 67 158 37 0 262 29 24 27 0 80 53 220 49 1 323 85 55 5 0 145 810 Total Volume 268 588 141 0 997 117 94 108 0 319 177 695 174 2 1048 275 204 56 1 536 2900 % App. Total 26.9 59 14.1 0 36.7 29.5 33.9 0 16.9 66.3 16.6 0.2 51.3 38.1 10.4 0.2 PHF .838 .875 .801 .000 .906 .813 .810 .818 .000 .927 .835 .790 .888 .500 .811 .809 .773 .667 .250 .822 .895 College Street B a v a r i a n L a n e M u r r a y v i l l e R o a d College Street Right 141 Thru 588 Left 268 Peds 0 InOut Total 1078 997 2075 Ri g h t 10 8 Th r u 94 Le f t 11 7 Pe d s 0 Ou t To t a l In 64 6 31 9 96 5 Left 177 Thru 695 Right 174 Peds 2 Out TotalIn 761 1048 1809 Le f t 27 5 Th r u 20 4 Ri g h t 56 Pe d s 1 To t a l Ou t In 41 2 53 6 94 8 Peak Hour Begins at 04:45 PM Cars Trucks Bikes Peak Hour Data North Davenport Transportation Consulting 305 West Fourth Street, Suite 2A Winston Salem, NC 27101 10 0 10 0 AM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Of f s i t e Do l l a r Ge n e r a l SIT E TR I P S PA S S B Y TR I P S 20 1 4 Fu t u r e N o Bu i l d 20 1 4 Fu t u r e Bu i l d PM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Offsite Dollar Ge n e r a l SITE TRIPSPASS BY TRIPS2014 Future No Build2014 Future Build EB L 2 5 3 2 5 3 2 6 1 9 1 1 4 2 7 1 2 8 5 E B L 2 7 5 2 7 5 2 8 3 6 3 1 6 2 9 2 3 0 8 EB T 4 9 4 9 5 0 3 53 5 3 E B T 2 0 4 2 0 4 2 1 0 4 214214 EB R 8 5 8 5 8 8 6 94 9 4 E B R 5 6 5 6 5 8 8 6666 WB L 18 7 18 7 19 3 0 19 3 19 3 WB L 11 7 11 7 12 1 0 121121 WB T 23 9 23 9 24 6 5 25 1 25 1 WB T 94 94 97 3 100100 WB R 3 2 4 3 2 4 3 3 4 1 8 1 1 4 3 5 3 3 6 7 W B R 1 0 8 1 0 8 1 1 1 1 3 3 1 6 1 2 7 1 4 3 NB L 1 8 2 1 8 2 1 8 7 9 19 6 1 9 6 N B L 1 7 7 1 7 7 1 8 2 7 189189 NB T 70 6 70 6 72 7 49 2 33 77 8 81 1 NB T 69 5 69 5 71 6 37 838761799 NB R 5 7 5 7 5 9 0 59 5 9 N B R 1 7 4 1 7 4 1 7 9 0 179179 SB L 12 9 12 9 13 3 14 0 17 14 7 16 4 SB L 26 8 26 8 27 6 13 320292312 SB T 51 9 51 9 53 5 36 1 40 57 2 61 2 SB T 58 8 58 8 60 6 39 846653699 SB R 22 0 22 0 22 7 8 0 17 23 5 25 2 SB R 14 1 14 1 14 5 5 320153173 To t a l 29 5 0 0 29 5 0 30 3 9 15 6 5 13 5 0 32 0 2 33 3 7 To t a l 28 9 7 0 28 9 7 29 8 4 13 4 28156031473303 20 0 20 0 AM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Of f s i t e Do l l a r Ge n e r a l Tr i p s SIT E TR I P S PA S S B Y TR I P S 20 1 4 Fu t u r e N o Bu i l d 20 1 4 Fu t u r e Bu i l d PM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Offsite Dollar Ge n e r a l TripsSITE TRIPSPASS BY TRIPS2014 Future No Build2014 Future Build EB L 0 0 0 49 49 49 EB L 0 0 0 32 3232 EB T 0 0 0 0 0 0 EB T 0 0 0 0 00 EB R 0 0 0 61 61 61 EB R 0 0 0 48 4848 WB L 6 6 6 0 2 8 8 WB L 2 2 2 0 171919 WB T 0 0 0 0 0 0 WB T 0 0 0 0 00 WB R 6 6 6 0 1 7 7 WB R 3 3 3 0 101313 NB L 0 0 0 63 63 63 NB L 0 0 0 45 4545 NB T 96 2 31 8 12 8 0 13 1 8 -1 4 0 61 13 0 4 13 6 5 NB T 99 0 83 10 7 3 11 0 5 -1 -27111021173 NB R 3 3 3 0 5 8 8 NB R 5 5 5 0 172222 SB L 0 0 0 0 2 2 2 SB L 6 6 6 0 101616 SB T 81 1 51 86 2 88 8 -5 0 74 88 3 95 7 SB T 97 6 19 99 5 10 2 5 -3 -28510201105 SB R 0 0 0 51 51 51 SB R 0 0 0 34 3434 To t a l 17 8 8 0 21 5 7 22 2 2 20 5 10 13 5 0 24 3 6 25 7 1 To t a l 19 8 2 0 20 8 4 21 4 7 15 5 50156023512507 No r t h C o l l e g e R o a d a t M u r r a y v i l l e R o a d / B a v a r i a n L a n e No r t h C o l l e g e R o a d a t M u r r a y v i l l e R o a d / B a v a r i a n L a n e No r t h C o l l e g e R o a d a t L o n g R i d g e D r i v e No r t h C o l l e g e R o a d a t L o n g R i d g e D r i v e 30 0 30 0 AM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Of f s i t e Do l l a r Ge n e r a l Tr i p s SIT E TR I P S PA S S B Y TR I P S 20 1 4 Fu t u r e N o Bu i l d 20 1 4 Fu t u r e Bu i l d PM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Offsite Dollar Ge n e r a l TripsSITE TRIPSPASS BY TRIPS2014 Future No Build2014 Future Build EB L 0 0 0 0 EB L 0 0 00 EB T 0 0 0 0 EB T 0 0 00 EB R 0 0 0 0 EB R 0 0 00 WB L 0 0 46 21 0 67 WB L 0 0 5316069 WB T 0 0 0 0 WB T 0 0 00 WB R 0 0 23 21 0 44 WB R 0 0 2616042 NB L 0 0 0 0 NB L 0 0 00 NB T 12 8 6 13 2 5 35 1 23 -2 2 13 6 1 13 6 2 NB T 10 7 6 11 0 8 31 827-1711471157 NB R 0 0 37 22 0 59 NB R 0 0 4417061 SB L 0 0 19 22 0 41 SB L 0 0 2217039 SB T 86 8 89 4 46 2 29 -2 2 94 2 94 9 SB T 99 7 10 2 7 30 833-1710651081 SB R 0 0 0 0 SB R 0 0 00 To t a l 0 0 21 5 4 22 1 9 81 4 17 7 43 23 0 3 25 2 2 To t a l 0 0 20 7 3 21 3 5 61 162053222122449 40 0 40 0 AM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Of f s i t e Do l l a r Ge n e r a l Tr i p s SIT E TR I P S PA S S B Y TR I P S 20 1 4 Fu t u r e N o Bu i l d 20 1 4 Fu t u r e Bu i l d PM P E A K 20 1 3 TM C Ba l a n c i n g 20 1 3 Ba s e 20 1 4 Pr o j e c t e d Of f s i t e No r t h s i d e Tr i p s Offsite Dollar Ge n e r a l TripsSITE TRIPSPASS BY TRIPS2014 Future No Build2014 Future Build EB L 0 0 0 EB L 0 00 EB T 0 0 0 EB T 0 00 EB R 0 0 0 EB R 0 00 WB L 0 29 5 0 34 WB L 0 334037 WB T 0 0 0 WB T 0 00 WB R 0 17 5 0 22 WB R 0 204024 NB L 0 0 0 NB L 0 00 NB T 12 8 6 13 2 5 35 1 23 -6 13 6 1 13 7 8 NB T 10 7 6 11 0 8 31 826-411471169 NB R 0 23 6 0 29 NB R 0 274031 SB L 0 14 6 0 20 SB L 0 164020 SB T 86 8 89 4 46 2 19 -6 94 2 95 5 SB T 99 7 10 2 7 30 822-410651083 SB R 0 0 0 SB R 0 00 To t a l 0 0 21 5 4 22 1 9 81 4 12 5 11 23 0 3 24 3 8 To t a l 0 0 20 7 3 21 3 5 61 16144822122364 No r t h C o l l e g e R o a d a t P r o p o s e d N o r t h A c c e s s No r t h C o l l e g e R o a d a t P r o p o s e d N o r t h A c c e s s No r t h C o l l e g e R o a d a t P r o p o s e d S o u t h A c c e s s No r t h C o l l e g e R o a d a t P r o p o s e d S o u t h A c c e s s 3/4/13 13-208 College Road Development – Transportation Impact Analysis 36 Supporting Documentation N SIGNALIZED INTERSECTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 35 / 2 5 Main Site Access Long Ridge Drive 0 / 0 0 / 0 23 / 1 4 22 / 13 0 / 0 34 / 23 35 / 2 5 0 / 0 34 / 2 3 0 / 0 34 / 2 3 0 / 0 Southern Site Northern Site Access *** NOT TO SCALE *** PROJECT NUMBER 11-252 NORTHSIDE BAPTIST CHURCH NEW HANOVER COUNTY, NC This document,together with the concepts and designs presented herein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuse of,or improper reliance on,this document by others without writtenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Ow l s La n e FIGURE 7 PHASE I PRIMARY TRIPS 8 / 5 17 / 1 3 8 / 5 Bavarian Lane 35 / 2 5 0 / 0 8 / 5 0 / 0 6 / 40 / 0 0 / 0 3 / 2 0 / 00 / 0 Re d Ha w k 0 / 0 17 / 1 4 0 / 0 0 / 0 9 / 6 0 / 0 0 / 0 0 / 0 6 / 4 0 / 0 0 / 0 8 / 5 0 / 0 0 / 0 Fa r l e y Dr i v e Southern Site Access Murrayville Road N. C o l l e g e R o a d 9 / 66 / 4 8 / 5 *** NOT TO SCALE ***client. N SIGNALIZED INTERSECTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS -28 / -20 28 / 2 0 Main Site Access Long Ridge Drive -28 / -20 28 / 2 0 27 / 19 27 / 19 Southern Site Northern Site Access *** NOT TO SCALE *** PROJECT NUMBER 11-252 NORTHSIDE BAPTIST CHURCH NEW HANOVER COUNTY, NC This document,together with the concepts and designs presented herein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuse of,or improper reliance on,this document by others without writtenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandtheclient. Ow l s La n e FIGURE 8 PHASE I PASS-BY TRIPS Bavarian Lane Re d Ha w k Fa r l e y Dr i v e Southern Site Access Murrayville Road N. C o l l e g e R o a d *** NOT TO SCALE ***client. SPEED LIMIT 55 0'0' N LEGEND Long Ridge Drive Northern Site Access 20 0 10 0 TW L T L (Align with Long Ridge Drive) SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY LEGEND Main Site Access ~3 0 0 ' FU L L (Shift ~200'north) TW L T L TRAFFIC MOVEMENT BLACK =EXISTING GREY =UNANALYZED BLUE =PROPOSED SouthernSite TW L T L Ex t e n d T W L T L ~4 4 0 ' (Shift200north) Ow l s L a n e Re d H a w k SouthernSite Access . C o l l e g e Ro a d 10 0 ' ~5 5 0 ' Murrayville Road N. 150'FULL TWLTL SPEED LIMIT 45 SPEED LIMIT 45300' 150' FULL FU L L 13 0 ' FIGURE 4 2011 EXISTING TRAFFIC VOLUMES Bavarian Lane Fa r l e y Dr i v e 63 5 ' TWLTL SPEED 300 200'63 5 ' SPEED FIGURE10 PHASE 1 RECOMMENDED IMPROVEMENTS *** NOT TO SCALE *** PROJECT NUMBER 11-252 NORTHSIDE BAPTIST CHURCH NEW HANOVER COUNTY, NC Thisdocument,togetherwiththeconceptsanddesignspresentedherein,is intendedonlyforthespecificpurposeandclientforwhichitwasprepared. Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten authorizationandadaptationbyDavenportTransportationConsultingshallbe withoutliabilitytoDavenportTransportationConsultingandshallbeaviolation oftheagreementbetweenDavenportTransportationConsultingandtheclient. LIMIT 55 LIMIT 55 N SIGNALIZEDINTERSECTION UNSIGNALIZEDINTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS 0 / 0 0 / 0 0 / 0 14 / 19 19 / 26 0 / 0 14 / 1 9 0 / 0 Main Site Access Long Ridge Drive 0 / 0 23 / 1 7 0 / 0 0 / 0 0 / 0 0 / 0 41 / 3 0 5 / 3 18 / 1 3 19 / 2 6 5 / 3 SouthernSite Northern Site Access 0 / 0 ***NOTTOSCALE *** PROJECT NUMBER 11-252 NORTHSIDE BAPTIST CHURCH NEW HANOVER COUNTY, NC Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDavenportTransportationConsultingshallbewithoutliabilitytoDavenportTransportationConsultingandshallbeaviolationoftheagreementbetweenDavenportTransportationConsultingandthelit Ow l s L a n e FIGURE 15 PHASE II, SCENARIO 2 PRIMARY TRIPS (CHURCH EXPANSION) 6 / 8 19 / 2 6 0 / 0 Bavarian Lane 41 / 3 0 5 / 3 9 / 7 8 / 110 / 0 3 / 4 0 / 0 6 / 8 Re d H a w k 0 / 0 32 / 2 3 9 / 7 5 / 3 9 / 7 0 / 0 3 / 4 6 / 8 3 / 4 5 / 3 14 / 10 0 / 0 8 / 1 1 6 / 8 Fa r l e y Dr i v e Southern Site Access Murrayville Road N. C o l l e ge R o a d 0 / 08 / 11 14 / 10 NOT TO SCALE client. SPEED LIMIT 55 0'0' N LEGEND Long Ridge Drive Northern Site Access 20 0 10 0 TW L T L SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY LEGEND Main Site Access ~3 0 0 ' FU L L TW L T L TRAFFIC MOVEMENT BLACK =EXISTING GREY =UNANALYZED BLUE =PROPOSED SouthernSite TW L T L ~4 4 0 ' Under Scenario2, modifyand restrict Ow l s L a n e Re d H a w k SouthernSite Access . C o l l e g e Ro a d ora ge t o 4 0 0 ' ~5 5 0 ' Modify traffic signal operations to access to right-in and right-out movements Murrayville Road N. 150'FULL TWLTL SPEED LIMIT 45 SPEED LIMIT 45300' 150' FULL FU L L Ex t e n d s t o y gp 8 phase (remove split side phasing) FIGURE 4 2011 EXISTING TRAFFIC VOLUMES Bavarian Lane Fa r l e y Dr i v e 63 5 ' TWLTL SPEED 300 200'63 5 ' SPEED FIGURE18 PHASE 2 RECOMMENDED IMPROVEMENTS *** NOT TO SCALE *** PROJECT NUMBER 11-252 NORTHSIDE BAPTIST CHURCH NEW HANOVER COUNTY, NC Thisdocument,togetherwiththeconceptsanddesignspresentedherein,is intendedonlyforthespecificpurposeandclientforwhichitwasprepared. Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten authorizationandadaptationbyDavenportTransportationConsultingshallbe withoutliabilitytoDavenportTransportationConsultingandshallbeaviolation oftheagreementbetweenDavenportTransportationConsultingandtheclient. LIMIT 55 LIMIT 55 Summary of Trip Generation Calculation For 9.1 Th.Sq.Ft. GFA of Free-Standing Discount Store February 28, 2013 ____________________________________________________________________ Average Standard Adjustment Driveway Rate Deviation Factor Volume ____________________________________________________________________ Avg. Weekday 2-Way Volume 57.24 19.54 1.00 521 7-9 AM Peak Hour Enter 0.72 0.00 1.00 7 7-9 AM Peak Hour Exit 0.34 0.00 1.00 3 7-9 AM Peak Hour Total 1.06 1.22 1.00 10 4-6 PM Peak Hour Enter 2.50 0.00 1.00 23 4-6 PM Peak Hour Exit 2.50 0.00 1.00 23 4-6 PM Peak Hour Total 5.00 2.60 1.00 46 AM Pk Hr, Generator, Enter 2.79 0.00 1.00 25 AM Pk Hr, Generator, Exit 2.69 0.00 1.00 24 AM Pk Hr, Generator, Total 5.48 3.03 1.00 50 PM Pk Hr, Generator, Enter 2.79 0.00 1.00 25 PM Pk Hr, Generator, Exit 2.79 0.00 1.00 25 PM Pk Hr, Generator, Total 5.57 2.82 1.00 51 Saturday 2-Way Volume 71.07 15.44 1.00 647 Saturday Peak Hour Enter 3.77 0.00 1.00 34 Saturday Peak Hour Exit 3.62 0.00 1.00 33 Saturday Peak Hour Total 7.39 3.10 1.00 67 Sunday 2-Way Volume 56.36 10.89 1.00 513 Sunday Peak Hour Enter 3.81 0.00 1.00 35 Sunday Peak Hour Exit 3.51 0.00 1.00 32 Sunday Peak Hour Total 7.32 2.90 1.00 67 ____________________________________________________________________ Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 8th Edition, 2008. TRIP GENERATION BY MICROTRANS Dear Mr. Cumbo: Based on the information provided, and conversations held to date, it is our understanding that the proposed development will consist of a mixed use building with 120 residential apartment units and 6400 sq/ft of commercial space on the first floor of the building (estimated 50/50 split of office and retail) and an adjacent 4,500 sq/ft fast food restaurant. The site(s) will contain the following external access points:  Two full access driveway connections to/from US 117/NC 132 (N. College Road) Below please find the scope to be used for the Traffic Impact Analysis: 1. Data Collection - Analysis Parameters: a. Existing Conditions i. Turning movement counts weekday AM (7:00 AM – 9:00 AM) and PM (3:30 PM – 6:00 PM) peak periods, Signal Timing (if applicable) and Lane Geometry;  US 117/NC 132 (N. College Road) and Murrayville Road/Bavarian Lane (signalized intersection)  US 117/NC 132 (N. College Road) and Long Ridge Drive/McDonalds site access  US 117/NC 132 (N. College Road) and two (2) site access points to the development property WILMINGTON URBAN AREA Metropolitan Planning Organization P.O. Box 1810 Wilmington, North Carolina 28402 910 341 3258 910 341 7801 FAX Members: City of WILMINGTON Lead Planning Agency Town of CAROLINA BEACH Town of KURE BEACH Town of WRIGHTSVILLE BEACH NEW HANOVER County Town of BELVILLE Town of LELAND Town of NAVASSA BRUNSWICK County PENDER County CAPE FEAR Public Transportation Authority North Carolina BOARD OF TRANSPORTATION 27 February 2013 Mr. Dan Cumbo, PE Davenport Transportation Consulting P.O. Box 15997 Wilmington, NC 28408 RE: Scope for the Traffic Impact Analysis associated with the proposed North College Road Mixed Use Building New Hanover County, NC 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 b. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i. Site Trip Generation Estimate  See below ii. Site Trip Distribution  35% to/from the south on North College Road  35% to/from the north on North College Road  15% to/from the east on Murrayville Road  15% to/from the west on Bavarian Lane iii. Adjacent Development (approved (but as of yet to be built) development including but limited to;  McDonalds fast food restaurant  Northside Baptist Church Master Plan – All Phases  Dollar General iv. Planned Roadway Improvements  Developer required improvements associated with the McDonalds TIA.  Developer required improvements associated with the Northside Baptist Church Master Plan TIA. v. Background Traffic Assumptions  Horizon year – 2014  Growth rate – 3% per year  Pass-by capture – See Trip Generation Estimate below 2. Capacity Analysis: Week day AM & PM Peak Hour (as listed and for locations per 1.a.i) a. Existing - 2013 b. Background – 2014 [existing + 3% background growth] c. Combined - 2014 [existing + background growth + site trips] 3. Final Report Submittal: a. Completed TIA Application b. Signed and sealed by a Professional Engineer c. Four copies and one PDF d. Synchro analysis files in digital format 4. Notes: i. This scope shall remain valid for three months from the date of this letter. ii. Please note that if any changes occur (including but not limited to; land use, intensity and/or site access) additional analysis may be required. Please contact me if you have any questions regarding this scope. Regards, Tara S. Murphy, RLA/LEED AP Associate Transportation Planner Wilmington MPO Co p y : Anthony Law, District Engineer, NCDOT Nicole Dreibelbis, NHCo Planning Katie Hite, Division Traffic Engineer, NCDOT Jessi Booker, NCDOT Mike Kozlosky, Executive Director, WMPO Don Bennett, CofW Traffic Engineer Estimated Site Trip Generation (Exhibit provided by Davenport Consulting Engineers) Trip Generation Estimate Average Weekday Driveway Volumes 24 Hour AM Peak Hour PM Peak Hour Two- Way Land Use ITE Land Code Size Volume Enter Exit Enter Exit Apartments 220 120 Dwelling Units 851 13 50 54 29 General Office Building 710 3.2 Th.Sq.Ft.GLA 94 11 1 14 68 Shopping Center 820 3.2 Th.Sq.Ft.GLA 725 12 8 31 32 Fast Food with Drive-Thru 934 4.5 Th.Sq.Ft.GLA 2233 113 109 79 73 Total Unadjusted Trips 3903 149 168 178 202 15 % Internal Capture Reduction -585 0 0 -27 -30 Subtotal with Internal Capture 3318 149 168 151 172 Retail Pass-by Reduction (34% PM) -210 0 0 -9 -9 Fast Food Pass-by Reduction (49% AM, 50% PM) -949 -55 -53 -34 -31 Total Adjusted Trips 2159 94 115 109 131 Location Map (NHCo GIS with site outline by WMPO) North Conceptual Site Plan (Provided by Davenport Consulting Engineers) North