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COUNCIL COMMITTEE OF THE WHOLE AGENDA APRIL 24, 2018 - 6:00 P.M . C ITY HALL C OUNCIL C HAMBERS, 15 LOOCKERMAN P LAZA, D OVER, D ELAWARE P UBLIC COMMENTS ARE WELCOMED ON ANY ITEM AND WILL BE PERMITTED AT APPROPRIATE TIMES. W HEN POSSIBLE, PLEASE NOTIFY THE C ITY C LERK (736-7008 OR E-MAIL AT C ITYC LERK@ DOVER.DE.US) SHOULD YOU WISH TO BE RECOGNIZED. LEGISLATIVE, FINANCE, AND ADMINISTRATION COMMITTEE AGENDA ADDITIONS/D ELETIONS 1. D OWNTOWN D OVER B USINESS IMPROVEMENT D ISTRICT (BID) B UDGET AND ASSESSMENT (T AX) R ATES FOR F ISCAL YEAR 2018-2019 (S TAFF RECOMMENDS APPROVAL OF THE PROPOSED BUDGET AND ASSESSMENT (TAX) RATES FOR FISCAL YEAR 2018-19, AS PRESENTED) 2. ADJOURNMENT OF LEGISLATIVE, F INANCE, AND ADMINISTRATION C OMMITTEE MEETING SAFETY ADVISORY AND TRANSPORTATION COMMITTEE AGENDA ADDITIONS/D ELETIONS 1. D ELAWARE D EPARTMENT OF T RANSPORTATION (D ELDOT) P ROJECT UPDATES A. S ENATOR B IKEWAY B. B RADFORD S TREET S TREETSCAPE 2. P RESENTATION BY THE D OVER/KENT C OUNTY M ETROPOLITAN P LANNING O RGANIZATION (MPO) - D OVER C APITAL G ATEWAY P LAN AND D ESIGN B OOK 3. R EQUEST FOR LETTER - D OVER/KENT C OUNTY M ETROPOLITAN P LANNING O RGANIZATION (MPO) S UPPORT FOR A S ERVICE R OAD TO THE G ARRISON T ECHNOLOGY P ARK AND ADEQUATE A F ULL C ONNECTION WITH R OUTE 1 (M R. ANDERSON) 4. UPDATE - S AFETY ISSUES AT THE LIBRARY (M R. LINDELL) (T HIS ITEM WAS DEFERRED DURING THE MEETING OF MARCH 27, 2018 DUE TO TIME CONSTRAINTS) 5. O FFICIAL R EQUEST FOR C OMPARISON ANALYSIS OF N ATURE AND S TATUS UPDATE: 2015, 2016 AND 2017 C OMMUNITY C OMPLAINTS AGAINST D OVER P OLICE O FFICERS (M R. S UDLER) 6. D OVER P OLICE C ADET P ROGRAM - D ISCUSSION OF O FFICIAL C ADET D UTIES R EQUIRED UNDER THE G RANT (M R. S UDLER) 7. ADJOURNMENT OF S AFETY ADVISORY AND T RANSPORTATION C OMMITTEE MEETING ADJOURNMENT OF C OUNCIL C OMMITTEE OF THE W HOLE MEETING /TM S:\AGENDAS-MINUTES-PACKETS-PRESENTATIONS-ATT&EXH\COMMITTEE-AGENDAS\2018\04-24-2018 CCW AGENDA.WPD THE AGENDA ITEMS AS LISTED MAY NOT BE CONSIDERED IN SEQUENCE. PURSUANT TO 29 DEL. C. §10004(E)(2), THIS AGENDA IS SUBJECT TO CHANGE TO INCLUDE THE ADDITION OR THE DELETION OF ITEMS, INCLUDING EXECUTIVE SESSIONS, W HICH A RISE AT THE TIME OF THE MEETING.

CITY OF DOVER LEGISLATIVE FINANCE AND ADMINISTRATION COMMITTEE April 24, 2018 BUSINESS IMPROVEMENT DISTRICT - ASSESSMENT (TAX) RATES FOR FISCAL YEAR 2018-2019 Submitted by: Cheryl A. Bundek, AAS INTRODUCTION The Business Improvement District (BID) Ordinance adopted by City Council requires that Council must adopt a BID budget and assessment every year. This report presents the proposed budget and assessment for fiscal year 2018-19. ORDINANCE REQUIREMENT AND BUDGET (A) Appendix D, Article III, Section 9(f) requires that a budget be submitted to City Council for consideration and approval. For your consideration, we have attached the FY 2018-2019 budget showing BID tax revenue and the expenses charged against this revenue (Attachment A). (B) For your consideration, we have also provided the tax calculation worksheet with recommended rates (Attachment B). REQUEST FOR ACTION We request Council to approve the following budget for fiscal year 2018-19 Attachment A, and Assessment (Tax) Rate for 2018-19 - Attachment B. T:\BID Assessment Rates\FY19 BID MEMO TO COUNCIL.doc 1

ATTACHMENT A BUSINESS IMPROVEMENT DISTRICT CASH RECEIPTS BUDGET FOR 2018-19 BID TAX REVENUE AND EXPENSES CHARGED AGAINST THIS REVENUE ADMINISTERED THROUGH CITY OF DOVER BE IT ORDAINED BY THE MAYOR AND COUNCIL OF THE CITY OF DOVER, IN COUNCIL MET: 1. The amount hereinafter named aggregating Zero dollars, ($0.00) or so much thereof as may be necessary is hereby appropriated from current revenues and other funds for economic development purposes for the fiscal year beginning July 1, 2018, and ending June 30, 2019: REVENUE PROPOSED Tax Revenue $0.00 EXPENSES Personnel & Administration Expenses $0.00 T:\BID Assessment Rates\FY19 BID MEMO TO COUNCIL.doc 2

ATTACHMENT B CITY OF DOVER LEGISLATIVE FINANCE AND ADMINISTRATION COMMITTEE April 24, 2018 BUSINESS IMPROVEMENT DISTRICT - ASSESSMENT (TAX) RATES FOR FISCAL YEAR 2018-2019 BUSINESS IMPROVEMENT DISTRICT TAX CALCULATION WORKSHEET JULY 1, 2018 TO JUNE 30, 2019 Zone are per the City of Dover Code Appendix D-Article III, Section 9(e). ZONE 1 ZONE 2 ZONE 3 TOTAL Aggregate Assessments $42,311,100 $70,449,900 $40,519,500 $153,280,500 Assessment Tax Rate per $100 - - - --- Revenue Raised $0 $0 $0 $0 % Revenue Raised 0% 0% 0% 0% Number of Parcels 133 135 45 313 Average Assessment $0 $0 $0 $0 NOTE: These figures were estimated per the 2015 reassessed values. The revenue percentages by Zone are per the City of Dover Code Appendix D-Article III, Section 9(e). T:\BID Assessment Rates\FY19 BID MEMO TO COUNCIL.doc 3

To: Rich Vetter The Dover/ Kent MPO From: Shilpa Mallem, TYLI Date: 6/14/2017 Re: Garrison Oak Traffic Study – Technical Memorandum Introduction: The Dover/ Kent County Metropolitan Organization (Dover/ Kent MPO) has tasked T.Y. Lin International (TYLI) to conduct a traffic study along the roadways and intersections surrounding the Garrison Oak Technology Park (Tech Park) in Dover, DE. The purpose of this Technical Memorandum (Tech Memo) is to document the process and results of the traffic study including the existing and future traffic conditions in the study area in relation to the development of the Tech Park. Study Area: The Garrison Oak Tech Park is located just east of SR 1, with its access located along White Oak Road. It is a 389 acre property comprising of 15 lots slated for development. At the time of this study, there are three developed lots in the park, Dover Sun Park (103.4 acres), Garrison Energy Center (86.4 acres) and the Uzin Utz manufacturing facility. One additional lot (Advantech) is expected to be developed during 2017, creating 60 jobs on site. The rest of the lot sizes range between 10 – 14 acres each. The Tech Park is currently located just north and east of the SR 8 interchange along SR 1. Most of the Tech Park traffic is assumed to use this interchange and the local roads on the west side of SR 1 to access the Tech Park. Traffic accessing the Tech Park is expected to increase in the near future as additional tenants occupy the vacant lots. The State of Delaware owns several parcels of land along the east side of SR 1 that may be used to construct a roadway that would connect the Tech Park with the SR 8 interchange. Figure 1 shows the location of the study area. White Oak Road: The section of White Oak Road in the study area is an east-west roadway, located east of US 13 in the City of Dover, DE. According to DelDOT’s Vehicle Volume Summary 2015, White Oak Road is classified as an urban local street carrying an Average Annual Daily Traffic (AADT) of 2,374 vehicles per day (vpd). It is a two-lane roadway carrying one 11’ travel lane and 8’ shoulder in each direction. Acorn Lane: Acorn Lane is a north-south roadway extending between White Oak Road and North Little Creek Road, east of Dover, DE. It is classified as an urban collector carrying an AADT of 1,149 vpd. It is a two lane road with one 11’ travel lane in each direction. There is an existing bike lane along the east side of the roadway that extends about 2000’ north of its intersection with North Little Creek Road. Acorn Lane currently acts as an access road for vehicles traveling along northbound (NB) and southbound (SB) State Route (SR) 1 to access the Tech Park through North Little Creek Road and White Oak Road. North Little Creek Road: North Little Creek Road (Little Creek Rd) in the study area is a part of the SR 8 corridor, east of Dover, DE. It is classified as a rural major collector with an AADT of 4,351 vpd. It is also a two lane roadway with one 11’ travel lane and 8’ shoulder in each direction. 222 South Dupont Highway, Suite 103 | Dover, Delaware 19901 | T 302.724.8001 | www.tylin.com

Garrison Oak Traffic Study Garrison Oak Tech Park N Study Intersections (5) Figure 1: Study Area Study Intersections: White Oak Road at Garrison Oak Drive: White Oak Road intersects Garrison Oak Dr., the access roadway to the Tech Park as a three-legged intersection, just east of SR 1 in Dover. White Oak Road comprises the east and west legs of the intersection, while Garrison Oak Dr. comprises the north leg of the intersection. There are no turn lanes or traffic control devices at this intersection. Field visits showed that the traffic exiting Garrison Oak stops for the traffic traveling through on White Oak Road. White Oak Road at Acorn Lane: White Oak Road also intersects Acorn Lane as a three-legged intersection, with White Oak Road comprising the east and west legs of the intersection and Acorn Lane comprising the south leg of the intersection. There are no existing turn lanes at this intersection. The traffic along Acorn Lane approaching White Oak Road is controlled by a STOP sign. Little Creek Rd at Acorn Lane: Little Creek Rd intersects Acorn Lane as a three-legged intersection with Little Creek Rd comprising the east and west legs of the intersection, while Acorn Lane comprises the north leg of the intersection. Westbound (WB) Little Creek Rd has one through lane and one right turn lane, while eastbound (EB) Little Creek Rd has one shared through/left turn lane and one bypass lane. Acorn Lane at this intersection has one shared through/left/ right turn lane, and is controlled by a STOP sign. Little Creek Rd at SR 1 ramps: Little Creek Rd intersects the SR 1 SB off-ramp as well as SR 1 NB on- ramp as three-legged intersections on either side of the SR 1 overpass over Little Creek Rd (see Figure 1). 2

Garrison Oak Traffic Study At both these intersections, Little Creek Rd comprises the east and west legs of the intersections, while the one-way ramps comprise the north legs of the intersections. The SB SR 1 off-ramp comprises of a left turn lane and a right turn lane, and is controlled by a STOP sign. At its intersection with SR 1 NB on-ramp, EB Little Creek Rd has one left turn lane and one through lane, and WB Little Creek Rd has one shared through/right turn lane. Data Collection: TYLI collected turning movement counts at the following five intersections in the vicinity of the Tech Park: 1. Tech Park entrance at White Oak Road 2. White Oak Road at Acorn Lane 3. Little Creek Road at Acorn Lane 4. Little Creek Road at SR 1 SB off-ramp 5. Little Creek Road at SR 1 NB on-ramp The turning movement counts were collected between October 4, 2016 and October 13, 2016 during the AM and PM peak hours on weekdays under clear weather conditions. These counts included car and truck traffic traveling along the study roadways and intersections. No traffic issues or backups were noticed at these intersections, or along the study area roadways during the field observations. Figure 2 shows the existing turning movement counts at all five study intersections during the AM and PM peak hours. AM(PM) Figure 2: Existing Traffic – Turning Movement Counts Existing Traffic Conditions: The Tech Park currently has three developments, the Dover Sun Park, Garrison Oak Energy Company and Uzin Utz facility that are operational and contribute to the existing field traffic counts. According to information received from the City of Dover, an additional development, Advantech is scheduled to be operational in 2017. This development will include office space for 60 employees. According to ITE’s Trip 3

Garrison Oak Traffic Study Generation Manual, 9th Edition, the Trip Generation information for a General Office Building (710) with 60 employees is: Weekday AM Peak Hour: Average rate of trips: 0.48*60 = 29 trips % Entering: 0.88*29 = 25 trips % Exiting: 0.12*29 = 4 trips Weekday PM Peak Hour: Average rate of trips: 0.46*60 = 28 trips % Entering: 0.17*28 = 5 trips % Exiting: 0.83*25 = 23 trips This trip generation information was combined with the existing counts, and distributed proportionately through the study intersections to generate the baseline conditions for the traffic analysis. Figure 3 shows the baseline traffic conditions, which include all known development in the Tech Park at the time of the study. AM(PM) Figure 3: Study Baseline Traffic – Turning Movement Counts The baseline traffic counts were analyzed using the Highway Capacity Software (HCS) 2010 for unsignalized intersections. Table 1 shows the Level of Service (LOS) at each of the movements at the five study intersections under baseline conditions. 4

Garrison Oak Traffic Study The HCS analysis and results show that there is no existing traffic congestion at any of the study intersections during both the AM and PM peak hours, validating the field observations. All HCS worksheets are included in Appendix A. Table 1: Baseline Traffic Conditions – AM and PM hour LOS and delay Proposed Development: After the development of the Advantech property, the Tech Park is expected to have 11 additional lots that would be available for development in the future. The square footage of the office/ working area for the existing developments show that approximately 3.5% of the total lot area was used as office space. Therefore, for the purpose of this study, it was assumed that 4% of the proposed lot area(s) would be developed into office/ working space. Applying factors provided by the ITE’s Trip Generation Manual, 9th Edition, the Trip Generation information for an Industrial Park (130), the proposed AM and PM peak hour traffic was calculated as shown in Table 2. Proposed Traffic Conditions: In order to study the traffic impacts throughout the development of the Tech Park, the proposed traffic was analyzed for three future conditions: 1. Traffic impacts when 50% of the proposed lots have been developed (50% Build) 2. Traffic impacts when 75% of the proposed lots have been developed (75% Build) 3. Traffic impacts when all the proposed lots have been developed (100% Build) The trip generation information for all three future conditions was adjusted accordingly and distributed through the traffic network as shown in Figures 4, 5 and 6. The detailed trip distribution for each of the future conditions is included in Appendix B. 5

Garrison Oak Traffic Study Table 2: Trip Generation information – Proposed Development Garrison Oak Tech Park - Proposed Development # of proposed lots: 11 Area of each lot: ~10 acres Office space in each lot = 4%: = 0.04 * 43,560*10 17,424 sq. ft. Total proposed office area =17,424 * 11 191,664 sq. ft. Weekday AM Peak Hour: Average rate of trips: 0.82 *191.664 = 158 vehicles % Entering: 0.82*158 = 130 vehicles % Exiting: 0.18*158= 28 vehicles Weekday PM Peak Hour: Average rate of trips: 0.85*191.664 = 163 vehicles % Entering: 0.21*163 34 vehicles % Exiting: 0.79*163 129 vehicles AM(PM) Figure 4: Future traffic conditions with 50% Build 6

Garrison Oak Traffic Study AM(PM) Figure 5: Future traffic conditions with 75% Build AM(PM) Figure 6: Future traffic conditions with 100% Build 7

Garrison Oak Traffic Study Similar to the study baseline traffic conditions, the three future traffic conditions were analyzed using HCS 2010 to determine the critical movement LOS at each of the study intersections. Table 3 shows the LOS at the critical movements at each of the study intersections under baseline conditions as well as the three future traffic conditions. All HCS worksheets are included in Appendix A. Table 3: HCS LOS under baseline and future traffic conditions The results show that the delay gradually increases with the additional traffic at each stage of development. However, as seen in Table 3, the delay would still be under acceptable conditions (below LOS D), provided the rate of the future growth in development is consistent with the current trend. Area development – L.D. Shank Property: The City of Dover provided information on a potential development that is expected along White Oak Road, to the east of the Tech Park, Triad Farms, LLC (L.D. Shank). The property is zoned as a residential development and is expected to house approximately 400 equivalent dwelling units (EDU). According to ITE’s Trip Generation Manual, 9th Edition, the trip generation information for a Residential Planned Unit Development (270) with 400 EDUs is: Weekday AM Peak Hour: Average rate of trips: 0.51*400 = 204 trips % Entering: 0.22*204 = 45 trips % Exiting: 0.78*204 = 159 trips Weekday PM Peak Hour: Average rate of trips: 0.62*400 = 248 trips % Entering: 0.65*248 = 161 trips % Exiting: 0.35*248 = 87 trips Since most of this traffic is expected to use White Oak Road and the two study intersections of Garrison Oak and Acorn Lane, these traffic volumes were added to the volumes along White Oak Road during the AM and PM peak hours, and distributed proportionately as shown in Figure 7 to determine the traffic impacts on the study intersections. Table 4 shows the LOS at the study intersections for this potential future scenario. 8

Garrison Oak Traffic Study AM(PM) Figure 7: Future Traffic Conditions with L.D. Shank’s property Table 4: HCS LOS under baseline, future 100% build and LD Shank Development 9

Garrison Oak Traffic Study Conclusions and Results: Traffic analysis shows that assuming the Tech Park grows at the current rate, all study intersections in the vicinity of the Tech Park are expected to operate at acceptable LOS when the Tech Park is completely occupied and operational. However, if any of the proposed developments in the future expect to accommodate a significantly higher number of workers than the current rate, a further traffic study would be necessary to quantify the traffic impacts and mitigation measures. The traffic conditions along Acorn Lane should also be studied at that time to determine the increase in volumes and the effects on the surrounding communities. This study also recommends adding a STOP sign along the SB approach of Garrison Oak Dr. at its intersection with White Oak Road. While this report recognizes that a new connector road connecting North Little Creek Road to the Garrison Oak Industrial Park is not required at this time based on current knowledge, it recommends that the City of Dover include an alignment study (conducted by DelDOT) as a transportation component of their upcoming Comprehensive Plan update. The report recommends that the study determine the feasibility of constructing the connector roadway, and initiate preliminary design to reserve a corridor so the alignment is in place if the roadway is warranted in the future. 10

APPENDIX A HCS WORKSHEETS

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Existing Conditions - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: Whote Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 11 33 70 0 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 15 78 0 0 88 0 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 0 5 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 0 0 5 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 15 5 C (m) (veh/h) 1459 976 v/c 0.01 0.01 95% queue length 0.03 0.02 Control Delay (s/veh) 7.5 8.7 LOS A A Approach Delay (s/veh) -- -- 8.7 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/27/2016 12:28 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k27EF.tmp 12/27/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Existing Conditions - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 39 25 12 63 Peak-Hour Factor, PHF 1.00 0.75 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 52 32 19 91 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 5 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 0 12 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 19 60 C (m) (veh/h) 1513 817 v/c 0.01 0.07 95% queue length 0.04 0.24 Control Delay (s/veh) 7.4 9.8 LOS A A Approach Delay (s/veh) -- -- 9.8 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/27/2016 12:29 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kF00D.tmp 12/27/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Existing Conditions - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 19 134 308 18 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 24 167 0 0 375 26 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 32 44 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 47 0 51 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 24 98 C (m) (veh/h) 1158 540 v/c 0.02 0.18 95% queue length 0.06 0.66 Control Delay (s/veh) 8.2 13.1 LOS A B Approach Delay (s/veh) -- -- 13.1 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/27/2016 12:27 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k95DD.tmp 12/27/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Existing Conditions - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 67 165 75 27 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 108 214 0 0 94 36 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 108 C (m) (veh/h) 1455 v/c 0.07 95% queue length 0.24 Control Delay (s/veh) 7.7 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/27/2016 12:33 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k95DD.tmp 12/27/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Existing Conditions - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 166 75 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 184 0 0 96 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 66 203 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 92 0 344 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 436 C (m) (veh/h) 892 v/c 0.49 95% queue length 2.74 Control Delay (s/veh) 12.8 LOS B Approach Delay (s/veh) -- -- 12.8 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/27/2016 12:30 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k95DD.tmp 12/27/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Existing Conditions - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 4 66 63 0 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 5 157 0 0 79 0 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 1 3 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 1 0 3 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 5 4 C (m) (veh/h) 1470 911 v/c 0.00 0.00 95% queue length 0.01 0.01 Control Delay (s/veh) 7.5 9.0 LOS A A Approach Delay (s/veh) -- -- 9.0 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:02 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k96AD.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Analysis Time Period Existing - PM Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 61 55 10 56 Peak-Hour Factor, PHF 1.00 1.00 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 61 70 16 81 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 57 9 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 94 0 22 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 16 116 C (m) (veh/h) 1454 800 v/c 0.01 0.14 95% queue length 0.03 0.51 Control Delay (s/veh) 7.5 10.3 LOS A B Approach Delay (s/veh) -- -- 10.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:59 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k1131.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Existing Conditions - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 52 334 171 27 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 65 417 0 0 208 39 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 30 19 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 44 0 22 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 65 66 C (m) (veh/h) 1319 430 v/c 0.05 0.15 95% queue length 0.16 0.54 Control Delay (s/veh) 7.9 14.9 LOS A B Approach Delay (s/veh) -- -- 14.9 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:57 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k4091.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Existing Conditions - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 184 131 124 71 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 296 170 0 0 156 94 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 296 C (m) (veh/h) 1316 v/c 0.22 95% queue length 0.86 Control Delay (s/veh) 8.5 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:52 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kFB46.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Existing Conditions - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 292 124 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 324 0 0 158 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 31 101 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 43 0 171 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 214 C (m) (veh/h) 786 v/c 0.27 95% queue length 1.11 Control Delay (s/veh) 11.3 LOS B Approach Delay (s/veh) -- -- 11.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:55 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k70ED.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: Whote Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 79 33 70 9 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 114 78 0 0 88 9 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 4 18 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 4 0 19 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 114 23 C (m) (veh/h) 1448 861 v/c 0.08 0.03 95% queue length 0.26 0.08 Control Delay (s/veh) 7.7 9.3 LOS A A Approach Delay (s/veh) -- -- 9.3 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 11:59 AM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k37DB.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 91 25 14 73 Peak-Hour Factor, PHF 1.00 0.75 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 121 32 23 105 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 12 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 0 29 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 23 77 C (m) (veh/h) 1428 760 v/c 0.02 0.10 95% queue length 0.05 0.34 Control Delay (s/veh) 7.6 10.3 LOS A B Approach Delay (s/veh) -- -- 10.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 11:52 AM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k95A2.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 22 134 308 21 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 27 167 0 0 375 30 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 33 45 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 49 0 52 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 27 101 C (m) (veh/h) 1154 534 v/c 0.02 0.19 95% queue length 0.07 0.69 Control Delay (s/veh) 8.2 13.3 LOS A B Approach Delay (s/veh) -- -- 13.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 11:49 AM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kBED9.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 50% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 68 166 76 27 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 109 215 0 0 96 36 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 109 C (m) (veh/h) 1453 v/c 0.08 95% queue length 0.24 Control Delay (s/veh) 7.7 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 11:24 AM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k2F83.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 50% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 167 76 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 185 0 0 97 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 66 206 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 92 0 349 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 441 C (m) (veh/h) 891 v/c 0.49 95% queue length 2.80 Control Delay (s/veh) 12.9 LOS B Approach Delay (s/veh) -- -- 12.9 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 11:50 AM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kAA2B.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 20 66 63 4 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 28 157 0 0 79 4 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 21 59 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 21 0 64 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 28 85 C (m) (veh/h) 1465 888 v/c 0.02 0.10 95% queue length 0.06 0.32 Control Delay (s/veh) 7.5 9.5 LOS A A Approach Delay (s/veh) -- -- 9.5 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:15 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k96AD.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 73 55 17 96 Peak-Hour Factor, PHF 1.00 1.00 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 73 70 28 139 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 57 11 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 94 0 27 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 28 121 C (m) (veh/h) 1440 722 v/c 0.02 0.17 95% queue length 0.06 0.60 Control Delay (s/veh) 7.5 11.0 LOS A B Approach Delay (s/veh) -- -- 11.0 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:25 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k362F.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 50% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 53 334 171 28 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 67 417 0 0 208 41 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 34 22 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 50 0 25 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 67 75 C (m) (veh/h) 1317 427 v/c 0.05 0.18 95% queue length 0.16 0.63 Control Delay (s/veh) 7.9 15.2 LOS A C Approach Delay (s/veh) -- -- 15.2 Approach LOS -- -- C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:27 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k7355.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 50% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 187 133 124 71 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 301 172 0 0 156 94 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 301 C (m) (veh/h) 1316 v/c 0.23 95% queue length 0.88 Control Delay (s/veh) 8.5 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:31 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k3F1E.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 50% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 297 124 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 330 0 0 158 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 31 102 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 43 0 172 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 215 C (m) (veh/h) 784 v/c 0.27 95% queue length 1.12 Control Delay (s/veh) 11.3 LOS B Approach Delay (s/veh) -- -- 11.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:29 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k85C0.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: Whote Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 108 33 70 12 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 156 78 0 0 88 12 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 23 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 5 0 24 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 156 29 C (m) (veh/h) 1444 825 v/c 0.11 0.04 95% queue length 0.36 0.11 Control Delay (s/veh) 7.8 9.5 LOS A A Approach Delay (s/veh) -- -- 9.5 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:07 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k37DB.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 117 25 15 77 Peak-Hour Factor, PHF 1.00 0.75 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 156 32 24 111 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 15 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 0 37 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 24 85 C (m) (veh/h) 1386 733 v/c 0.02 0.12 95% queue length 0.05 0.39 Control Delay (s/veh) 7.6 10.6 LOS A B Approach Delay (s/veh) -- -- 10.6 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:18 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kA8F6.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 24 134 308 23 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 30 167 0 0 375 33 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 33 46 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 49 0 54 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 30 103 C (m) (veh/h) 1151 531 v/c 0.03 0.19 95% queue length 0.08 0.71 Control Delay (s/veh) 8.2 13.4 LOS A B Approach Delay (s/veh) -- -- 13.4 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:19 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k1EF3.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 75% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 68 166 76 27 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 109 215 0 0 96 36 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 109 C (m) (veh/h) 1453 v/c 0.08 95% queue length 0.24 Control Delay (s/veh) 7.7 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:34 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k923A.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 75% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 168 76 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 186 0 0 97 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 66 207 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 92 0 350 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 442 C (m) (veh/h) 896 v/c 0.49 95% queue length 2.78 Control Delay (s/veh) 12.9 LOS B Approach Delay (s/veh) -- -- 12.9 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:21 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kA460.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 27 66 63 6 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 39 157 0 0 79 6 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 30 82 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 30 0 89 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 39 119 C (m) (veh/h) 1462 874 v/c 0.03 0.14 95% queue length 0.08 0.47 Control Delay (s/veh) 7.5 9.8 LOS A A Approach Delay (s/veh) -- -- 9.8 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:42 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kAF9D.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 79 55 21 116 Peak-Hour Factor, PHF 1.00 1.00 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 79 70 34 168 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 57 12 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 94 0 29 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 34 123 C (m) (veh/h) 1432 685 v/c 0.02 0.18 95% queue length 0.07 0.65 Control Delay (s/veh) 7.6 11.4 LOS A B Approach Delay (s/veh) -- -- 11.4 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:40 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kE0D2.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed - 75% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 54 334 171 28 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 68 417 0 0 208 41 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 37 23 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 55 0 27 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 68 82 C (m) (veh/h) 1317 424 v/c 0.05 0.19 95% queue length 0.16 0.71 Control Delay (s/veh) 7.9 15.5 LOS A C Approach Delay (s/veh) -- -- 15.5 Approach LOS -- -- C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:37 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kD108.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 75% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 188 134 124 71 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 303 174 0 0 156 94 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 303 C (m) (veh/h) 1316 v/c 0.23 95% queue length 0.89 Control Delay (s/veh) 8.6 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:32 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kDDA1.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed - 75% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 299 124 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 332 0 0 158 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 31 102 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 43 0 172 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 215 C (m) (veh/h) 783 v/c 0.27 95% queue length 1.12 Control Delay (s/veh) 11.3 LOS B Approach Delay (s/veh) -- -- 11.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:34 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k8FDA.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: Whote Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 137 33 70 15 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 198 78 0 0 88 15 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 6 29 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 6 0 31 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 198 37 C (m) (veh/h) 1440 796 v/c 0.14 0.05 95% queue length 0.48 0.15 Control Delay (s/veh) 7.9 9.7 LOS A A Approach Delay (s/veh) -- -- 9.7 Approach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:49 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kCC72.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 143 25 16 82 Peak-Hour Factor, PHF 1.00 0.75 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 190 32 26 118 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 18 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 0 44 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 26 92 C (m) (veh/h) 1347 702 v/c 0.02 0.13 95% queue length 0.06 0.45 Control Delay (s/veh) 7.7 10.9 LOS A B Approach Delay (s/veh) -- -- 10.9 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:47 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k9F9A.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 26 134 308 24 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 32 167 0 0 375 35 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 34 46 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 50 0 54 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 32 104 C (m) (veh/h) 1149 528 v/c 0.03 0.20 95% queue length 0.09 0.73 Control Delay (s/veh) 8.2 13.5 LOS A B Approach Delay (s/veh) -- -- 13.5 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:44 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k9B0B.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed -100% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 68 166 76 27 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 109 215 0 0 96 36 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 109 C (m) (veh/h) 1453 v/c 0.08 95% queue length 0.24 Control Delay (s/veh) 7.7 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:39 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k923A.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed -100% Build - AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 168 76 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 186 0 0 97 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 66 208 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 92 0 352 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 444 C (m) (veh/h) 896 v/c 0.50 95% queue length 2.81 Control Delay (s/veh) 12.9 LOS B Approach Delay (s/veh) -- -- 12.9 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 12:42 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k6DD1.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 34 66 63 7 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 49 157 0 0 79 7 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 38 106 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 38 0 115 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 10 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 49 153 C (m) (veh/h) 1461 850 v/c 0.03 0.18 95% queue length 0.10 0.65 Control Delay (s/veh) 7.5 10.2 LOS A B Approach Delay (s/veh) -- -- 10.2 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:45 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kAF9D.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 85 55 24 137 Peak-Hour Factor, PHF 1.00 1.00 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 85 70 39 198 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 57 13 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 94 0 32 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 39 126 C (m) (veh/h) 1425 652 v/c 0.03 0.19 95% queue length 0.08 0.71 Control Delay (s/veh) 7.6 11.8 LOS A B Approach Delay (s/veh) -- -- 11.8 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:48 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k4B15.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Proposed -100% Build - PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 54 334 171 28 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 68 417 0 0 208 41 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 39 25 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 58 0 29 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 68 87 C (m) (veh/h) 1317 426 v/c 0.05 0.20 95% queue length 0.16 0.76 Control Delay (s/veh) 7.9 15.6 LOS A C Approach Delay (s/veh) -- -- 15.6 Approach LOS -- -- C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:51 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kEC37.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed -100% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 189 135 124 71 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 304 175 0 0 156 94 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 304 C (m) (veh/h) 1316 v/c 0.23 95% queue length 0.89 Control Delay (s/veh) 8.6 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:55 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kBFB.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Proposed -100% Build - PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 301 124 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 334 0 0 158 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 31 102 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 43 0 172 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 215 C (m) (veh/h) 783 v/c 0.27 95% queue length 1.12 Control Delay (s/veh) 11.3 LOS B Approach Delay (s/veh) -- -- 11.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 12/29/2016 1:54 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k171.tmp 12/29/2016

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDS_AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: Whote Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 148 33 229 18 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 214 78 0 0 289 18 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 7 30 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 7 0 32 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 214 39 C (m) (veh/h) 1210 582 v/c 0.18 0.07 95% queue length 0.64 0.21 Control Delay (s/veh) 8.6 11.6 LOS A B Approach Delay (s/veh) -- -- 11.6 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:06 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kC45C.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDS_ AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 161 25 41 218 Peak-Hour Factor, PHF 1.00 0.75 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 214 32 68 315 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 20 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 0 49 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 68 97 C (m) (veh/h) 1320 533 v/c 0.05 0.18 95% queue length 0.16 0.66 Control Delay (s/veh) 7.9 13.3 LOS A B Approach Delay (s/veh) -- -- 13.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:00 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k4EAD.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDS_AM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 26 134 308 26 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 32 167 0 0 375 38 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 45 60 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 67 0 70 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 32 137 C (m) (veh/h) 1146 525 v/c 0.03 0.26 95% queue length 0.09 1.04 Control Delay (s/veh) 8.2 14.3 LOS A B Approach Delay (s/veh) -- -- 14.3 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:08 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k47E4.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Prop_100% Build_LDS_AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 71 174 76 27 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 114 225 0 0 96 36 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 114 C (m) (veh/h) 1453 v/c 0.08 95% queue length 0.26 Control Delay (s/veh) 7.7 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:14 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kAB90.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Prop_100% Build _LDS_AM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 179 76 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 198 0 0 97 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 66 210 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 92 0 355 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 447 C (m) (veh/h) 894 v/c 0.50 95% queue length 2.85 Control Delay (s/veh) 13.0 LOS B Approach Delay (s/veh) -- -- 13.0 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:10 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kB0AF.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Garrison Oak Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDS_PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Garrison Oak Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 35 227 63 8 Peak-Hour Factor, PHF 0.69 0.42 0.78 0.60 0.79 1.00 Hourly Flow Rate, HFR 50 540 0 0 79 8 (veh/h) Percent Heavy Vehicles 10 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 40 116 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 40 0 126 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 10 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 50 166 C (m) (veh/h) 1460 700 v/c 0.03 0.24 95% queue length 0.11 0.92 Control Delay (s/veh) 7.6 11.7 LOS A B Approach Delay (s/veh) -- -- 11.7 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:16 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kAD70.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection White Oak at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDSPM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: White Oak Road North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 225 55 27 152 Peak-Hour Factor, PHF 1.00 1.00 0.78 0.60 0.69 1.00 Hourly Flow Rate, HFR 0 225 70 44 220 0 (veh/h) Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 57 34 Peak-Hour Factor, PHF 0.60 1.00 0.40 1.00 1.00 1.00 Hourly Flow Rate, HFR 94 0 84 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 44 178 C (m) (veh/h) 1266 576 v/c 0.03 0.31 95% queue length 0.11 1.31 Control Delay (s/veh) 7.9 14.0 LOS A B Approach Delay (s/veh) -- -- 14.0 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:27 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k2F4F.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem Intersection N Little Creek at Acorn Lane Agency/Co. T.Y. Lin International Jurisdiction City of Dover, DE Date Performed 12/27/2016 Analysis Year 2016 Prop_100% Build_LDS_PM Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: Acorn Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 68 334 171 35 Peak-Hour Factor, PHF 0.79 0.80 0.78 0.60 0.82 0.68 Hourly Flow Rate, HFR 86 417 0 0 208 51 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 42 25 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.67 1.00 0.85 Hourly Flow Rate, HFR 0 0 0 62 0 29 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 86 91 C (m) (veh/h) 1306 396 v/c 0.07 0.23 95% queue length 0.21 0.88 Control Delay (s/veh) 8.0 16.8 LOS A C Approach Delay (s/veh) -- -- 16.8 Approach LOS -- -- C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:29 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2kA7D8.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 NB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Prop_100% Build_LDS_PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 NB On-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 192 135 126 71 Peak-Hour Factor, PHF 0.62 0.77 0.78 0.60 0.79 0.75 Hourly Flow Rate, HFR 309 175 0 0 159 94 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 0 0 0 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 8 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (veh/h) 309 C (m) (veh/h) 1312 v/c 0.24 95% queue length 0.92 Control Delay (s/veh) 8.6 LOS A Approach Delay (s/veh) -- -- Approach LOS -- -- Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:33 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k2996.tmp 1/16/2017

Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Shilpa Mallem N Little Creek at SR 1 SB Intersection Agency/Co. T.Y. Lin International Ramp Date Performed 12/27/2016 Jurisdiction City of Dover, DE Prop_100% Build_LDS_PM Analysis Year 2016 Analysis Time Period Peak Project Description Garrison Oak Traffic Study East/West Street: N Little Creek North/South Street: SR1 SB Off-Ramp Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 304 126 Peak-Hour Factor, PHF 0.79 0.90 0.78 0.60 0.78 0.68 Hourly Flow Rate, HFR 0 337 0 0 161 0 (veh/h) Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 31 107 Peak-Hour Factor, PHF 0.60 1.00 0.40 0.71 1.00 0.59 Hourly Flow Rate, HFR 0 0 0 43 0 181 (veh/h) Percent Heavy Vehicles 2 0 2 2 0 3 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LR v (veh/h) 224 C (m) (veh/h) 782 v/c 0.29 95% queue length 1.18 Control Delay (s/veh) 11.4 LOS B Approach Delay (s/veh) -- -- 11.4 Approach LOS -- -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 1/16/2017 3:31 PM file:///C:/Users/shilpa.mallem@tylin.com/AppData/Local/Temp/u2k9D82.tmp 1/16/2017

APPENDIX B TRIP DISTRIBUTION

Existing Traffic Conditions Garrison Oak N (3) (1) 63 (56) 5 0 0 (0) 12 (10) 70 (63) White Oak (61) 39 (4) 11 (55) 25 29 5 (66) 33 (57) (9) Acorn Lane SR 1 SB Off Ramp NB On Ramp (19) (30) (101) (31) 44 32 18 (27) 203 66 27 (71) 308 (171) 75 (124) 75 (124) Little Creek (52) 19 (292) 166 (184) 67 (334) 134 (131) 165

Proposed Development: Advantech Garrison Oak N (18) (5) 2 (15) 2 2 5 (2) (3) White Oak 18 (3) 20 2 Acorn Lane SR 1 SB Off Ramp NB On Ramp (3) 2 2 Little Creek (3) (3)

Study Baseline Conditions: Existing Traffic + Advantech Garrison Oak N (21) (6) 65 (71) 7 2 5 (2) 12 (13) 70 (63) White Oak (61) 57 (7) 31 (55) 25 29 7 (66) 33 (57) (9) Acorn Lane SR 1 SB Off Ramp NB On Ramp (19) (33) (101) (31) 44 32 20 (27) 205 66 27 (71) 308 (171) 75 (124) 75 (124) Little Creek (52) 19 (295) 166 (187) 67 (334) 134 (131) 165

Garrison Oak Trip Generation and Distribution: 50% Build Out Garrison Oak N (48) (17) 10 (40) 12 3 7 (3) 2 (7) 0 (0) White Oak (12) 52 (14) 59 7 (0) 0 (2) Acorn Lane SR 1 SB Off Ramp NB On Ramp (3) (4) (1) 1 1 3 (1) 3 1 (0) 1 (0) Little Creek (1) 3 (5) 1 (3) 1 (2) 1

Garrison Oak Trip Generation and Distribution: 75% Build Out Garrison Oak N (71) (26) 14 (60) 17 4 10 (5) 3 (11) 0 (0) White Oak (18) 78 (21) 88 10 (0) 0 (3) Acorn Lane SR 1 SB Off Ramp NB On Ramp (4) (7) (1) 2 1 5 (1) 4 1 (0) 1 (0) Little Creek (2) 5 (7) 2 (4) 1 (3) 1

Garrison Oak Trip Generation and Distribution: 100% Build Out Garrison Oak N (95) (34) 19 (81) 23 5 13 (6) 4 (14) White Oak (24) 104 (28) 117 13 (4) Acorn Lane SR 1 SB Off Ramp NB On Ramp (6) (9) (1) 2 2 6 (1) 5 1 (0) 1 (0) Little Creek (2) 7 (9) 2 (5) 1 (4) 1

Future Traffic Conditions - with 50% Proposed Buildout Garrison Oak N (69) (23) 75 (111) 19 5 12 (5) 14 (20) 70 (63) White Oak (73) 109 (21) 90 (55) 25 29 14 (66) 33 (57) (11) Acorn Lane SR 1 SB Off Ramp NB On Ramp (22) (37) (102) (31) 45 33 23 (28) 208 66 27 (71) 308 (171) 76 (124) 76 (124) Little Creek (53) 22 (300) 167 (190) 68 (334) 134 (133) 166

Future Traffic Conditions - with 75% Proposed Buildout Garrison Oak N (92) (32) 79 (131) 24 6 15 (7) 15 (24) 70 (63) White Oak (79) 135 (28) 119 (55) 25 29 17 (66) 33 (57) (12) Acorn Lane SR 1 SB Off Ramp NB On Ramp (23) (40) (102) (31) 46 33 25 (28) 209 66 27 (71) 308 (171) 76 (124) 76 (124) Little Creek (54) 24 (302) 168 (191) 68 (334) 134 (134) 166

Future Traffic Conditions - with 100% Proposed Buildout Garrison Oak N (116) (40) 84 (152) 30 7 18 (8) 16 (27) 70 (63) White Oak (85) 161 (35) 148 (55) 25 29 20 (66) 33 (57) (13) Acorn Lane SR 1 SB Off Ramp NB On Ramp (25) (42) (102) (31) 46 34 26 (28) 210 66 27 (71) 308 (171) 76 (124) 76 (124) Little Creek (54) 26 (304) 168 (192) 68 (334) 134 (135) 166

Trip Generation and Distribution: L.D. Shank Property Garrison Oak N 134 25 159 White Oak (140) (161) (21) Acorn Lane SR 1 SB Off Ramp NB On Ramp (5) 14 11 (7) (2) (2) Little Creek (14) 11 3 8

Future Traffic Conditions - with L.D. Shank's property and 100% Proposed Buildout at Garrison Oak Garrison Oak N (116) (40) 218 (152) 30 7 18 (8) 41 (27) 229 (63) White Oak (225) 161 (35) 148 (55) 25 29 20 (227) 33 (57) (34) Acorn Lane SR 1 SB Off Ramp NB On Ramp (25) (42) (107) (31) 60 45 26 (35) 210 66 27 (71) 308 (171) 76 (126) 76 (126) Little Creek (68) 26 (304) 179 (192) 71 (334) 134 (135) 174

DEPARTMENT OF POLICE Chief Marvin C. Mailey 400 South Queen Street Chief of Police Dover, Delaware 19904 302-736-7111 Fax: 302-672-1842 Dover Police Department Internal Affairs Citizen Complaint Statistical Summary 2015-2016-2017 Case Totals This is a breakdown of the total number of cases received, completed, and sustained in 2015-2017. Percent Percent Incident Type Received Completed Sustained Completed Sustained Citizen Complaints 2015 14 14 100% 0 0% Citizen Complaints 2016 5 5 100% 0 0% Citizen Complaints 2017 19 19 100% 0 0% Total 38 38 100% 0 0% (Percentages are rounded to the next higher or lower number as appropriate) Citizen Complaints 2015-2017 20 15 10 5 0 2015 2016 2017 Complaints Sustained

PROCEDURAL NOTICE 46.1B CADET PROGRAM I. PURPOSE The purpose of this order is to establish standards for the administration and operation of the Cadet Program, and its interactions with the other units within this department and the citizens of the City of Dover. II. POLICY It is the policy of this department to provide cadet services to the citizens of the City of Dover. The Cadet Program will assume high visibility patrol throughout the City of Dover. III. TRAINING Prior to any assignments, Cadets will receive instruction and/or training appropriate to the duties anticipated. Other such training is conducted one-on-one with an officer assigned to perform such duties. Cadet training will vary from classroom to on-the- job training. IV. AUTHORIZED UNIFORM In order to clearly distinguish Cadets from sworn officers, Cadets are authorized to wear the SPECIAL EVENTS UNIFORM, described in Procedural Notice 22B 1V.4, with the exception that their polo shirts are black and bright blue and black 5.11 rip stop tactical pants. V. DUTIES AND RESPONSIBILITIES Cadets are NOT sworn officers and are NOT given the power of authority to make physical arrests. Cadets shall have the authority to enforce City ordinance violations and issue summons for these violations. Cadets shall not intentionally engage in activities that may require the powers given to sworn officers, such as the use of force or powers of arrest. This does not prohibit their ability to come to the aid of a citizen, a fellow cadet, or a sworn officer in need of assistance as would any other citizen or at the direction of a lawful order by a sworn officer. Cadets shall not be assigned to perform law enforcement related tasks which require a law enforcement officer without direct supervision of a sworn member of this agency. Cadets shall not be assigned or authorized to carry any firearms while on duty. Cadets shall be authorized to carry and will be assigned Tasers, after formal training has been conducted by a certified Taser instructor. A. Cadets will assist sworn members of this agency in accomplishing work objectives to include: 1. Conducting foot patrol with the City of Dover limits DEC 2017 PN 46.1B - 1

2. Issuing Dover City Ordinance citations for violations observed for parking and quality of life issues 3. Administrative duties 4. Assisting with crowd and traffic control at public events (i.e. music events, fireworks displays, parades, and sporting events) 5. Assisting with crowd and traffic control at crime scenes, fires, traffic light outages, and other unusual occurrences 6. Cadets may also be used as a resource for support services during emergencies and large scale events in accordance with their scope of authority 7. Any other related duties authorized by the Special Enforcement Unit Commander or Immediate Supervisor. VI. OPERTATION OF DEPARTMENTAL VEHICLES Cadets may operate departmental vehicles ONLY if they are on duty, possess a valid operator’s license, and directed to do so by a supervisor. Cadets are only permitted to operate specialty vehicles for which they have received training. Vehicles operated by any Cadet may ONLY be used for: A. Transportation to and from maintenance facilities B. Administrative purposes C. Transportation to and from assignment locations D. Special Assignment VII. SUPERSEDES This order supersedes all previous procedures, written and otherwise, not in complete conformity herewith. VIII. EFFECTIVE DATE This order shall become effective upon execution and issuance. ORDER EXECUTED and ISSUED this 5TH day of December, 2017. __________________________ Marvin Mailey Chief of Police DEC 2017 PN 46.1B - 2