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HomeMy WebLinkAboutPCWorkSessionAgenda2026May5Work Session Call to Order Information/Discussion Item(s) Rezoning #04-26 for Virginia Technology Park - (Mr. Bishop) Submitted to rezone +/- 220.06-acres from RA (Rural Areas) Zoning District to the TM (Technology- Manufacturing Park) Zoning District with proffers to develop Data Center uses. The property is located South of Rest Church Road, West of Zachary Ann Lane, and East of Ruebuck Lane, and is identified by Property Identification Numbers 33-A-89, 33-A-90, 33-9-1A in the Stonewall Magisterial District. Adjourn AGENDA PLANNING COMMISSION TUESDAY, MAY 5, 2026 6:00 PM THE BOARD ROOM FREDERICK COUNTY ADMINISTRATION BUILDING WINCHESTER, VIRGINIA PC05-05-26ApplicationBriefing_REZ04-26_Redacted.pdf PC05-05-26ApplicationBriefing_REZ04-26TrafficImpactAnalysis.pdf 1 Planning Commission Agenda Item Detail Meeting Date: May 5, 2026 Agenda Section: Information/Discussion Item(s) Title: Rezoning #04-26 for Virginia Technology Park - (Mr. Bishop) Attachments: PC05-05-26ApplicationBriefing_REZ04-26_Redacted.pdf PC05-05-26ApplicationBriefing_REZ04-26TrafficImpactAnalysis.pdf 2 REZONING #04-26 Virginia Technology Park Staff Report for the Planning Commission Prepared: April 28, 2026 Staff Contact: John A Bishop, AICP, Assistant Planning Director Executive Summary: Meeting Schedule Planning Commission: May 5, 2026 Planning Commission: June 3, 2026 (TBD) Action: Work Session Action: Pending (Public Hearing) Board of Supervisors: July 8, 2026 (TBD) Action: Pending (Public Hearing) Property Information Property Identification Number (PIN) 33-A-89; 33-A-90; 33-9-1A Address 1420 Rest Church Road, Clearbrook Magisterial District Stonewall Acreage +/- 220.06 Zoning & Present Land Use Zoning: RA (Rural Areas) Land Use: Agricultural Proposed Zoning TM (Technology Manufacturing District) Adjoining Property Zoning & Present Land Use North: RA (Rural Areas) District Land Use: Agricultural South: RA (Rural Areas) District Land Use: Residential, Vacant (Future Substation) East: B3 (Industrial Transition)/M1 (Light Industrial) Districts Land Use: Industrial (Flying J and Caterpillar) West: RA (Rural Areas) District Land Use: Residential Proposed Use This is a request to rezone three (3) parcels totaling approximately +/-220.06-acres from the RA (Rural Areas) Zoning District to the TM (Technology Manufacturing Park) Zoning District with proffers for development of a data center campus. Positives Concerns The rezoning proposes a zoning district, TM, which may be associated with the Plan identified land uses in the Comprehensive Plan for the “Mixed Use Industrial/Office” designation. The proposed rezoning may not meet the Northeast Land Use Plan’s statement that “Uses which significantly contribute to air, noise, and light pollution as well as businesses that create large volumes of truck 3 Page 2 of 6 The Northeast Land Use Plan (NELUP, 2023) makes multiple references to traffic concerns and potentially high traffic uses. With some exceptions covered in the concerns portion of this report, the proposed data center usage would allow for economic development of an Economic Development Authority (EDA) targeted industry while having a relatively low long-term impact on the transportation system. The property’s proximity to the existing overhead electric transmission line as well as the future substation (NextEra) addresses potential questions of where power may come from for the proposed data center use, thus eliminating the need for the proffered allowance for power generating facilities. The GDP provides significant buffer area in the vicinity of residentially developed properties. The application accommodates the future planned north/south collector roadway identified in the Comprehensive Plan. traffic are discouraged in these areas.” Without adequate mitigation that may not currently be fully accommodated within the proffer statement, particularly in regarding the areas of traffic mitigation during the construction of a data center facility, noise, and air pollution. While the applicant has taken steps in the proffers to buffer residential properties to the south and west with earthen berms and landscaping, it’s important to recognize this area is a transition area between comprehensive planned “Mixed Use Industrial/Office” and the rural western portion of the County. This will be potentially the first of the commercial/industrial properties in this important zone along the west side of I-81 to develop and as such has the opportunity to set the standard for how the transition between rural and commercial/industrial will look and impact rural neighbors. The applicant’s analysis of noise impacts for the proposed data center use indicates a significant increase in noise impacting the western property boundaries of the property. While on the eastern portion of the property the noise generation does not exceed current noise profiles generated by existing uses and I-81, on the western portion there is an approximately 20 dBA increase in noise. While within ordinance requirements (not to exceed 70 dBa) for the proposed zoning district, in terms of impact to adjoining properties, particularly residences, the noise generated by the proposed use could be perceived as approximately 4 times louder to the human ear. The application and proffers note significant water needs, but provide little detail on the provision of upgrades to the system required to accommodate those needs in order to 4 Page 3 of 6 provide that volume of water and sewer service to this property. Review Agency Comments: See attached applicant referral agency comment response letter. Planning & Zoning Staff Analysis: Site History: The subject properties were first identified for potential commercial/industrial uses in the Comprehensive Plan in 2008, this property has remained undeveloped with the most recent attempt to rezone (Fruit Hill REZ #10-22) being denied by the Board of Supervisors. Comprehensive Plan Conformance: The Comprehensive Plan (adopted November 2021) and more specifically the Northeast Frederick Land Use Plan (NELUP, 2023) located in Appendix I of the Comprehensive Plan provide guidance on the future development of the subject property. The Plan identifies the subject properties with a "Mixed Use Industrial/Office" land use designation and as being within the limits of the Sewer and Water Service Area (SWSA). The plan further states the following regarding the Mixed-Use Industrial/Office Land Use: "The NELUP identifies a number of areas designated as future mixed use industrial office. These areas are intended to develop with targeted growth sectors identified by the County's Economic Development Authority (EDA), as well as similar industries that are likely to bring higher wages, professional and/or technology jobs.” “Uses which significantly contribute to air, noise, and light pollution as well as businesses that create large volumes of truck traffic are discouraged in these areas. Consideration of uses outside the identified targeted businesses should only be considered if they are secondary and complementary to these targeted businesses.” “It should be noted that areas North of Hopewell Road and Exit 321 to the West Virginia line are within reasonable proximity of significant electrical transmission capability. In tum, these areas may be well suited for energy intensive development if the other necessary utilities could be provided to sites and the development provides benefit to Frederick County." Staff would highlight that while the potential data center use is an EDA targeted industry as noted in the uses for NELUP and is also located near significant electrical transmission capability, that significant care will need to be taken to address other elements of the Comprehensive Plan directives regarding the need for other necessary utilities to be provided. The following statements from the NELUP are also important: "As these areas are highly visible, building and site design should be of a high quality to ensure that these areas put forth an attractive view for both residents and visitors; enhanced buffers and screening are also important along Interstate 81 and adjoining roadways. " 5 Page 4 of 6 "Existing residential uses are located along Martinsburg Pike, in close proximity to areas planned for more intensive uses. While many of these residential uses are planned to transition in the future to higher intensity uses, development applications should seek to mitigate their impact on these residences near term." The paragraph above, while targeted at the Martinsburg Pike corridor, is equally applicable to the applicant's property. As noted in the Defined Rural Areas section of the NELUP, this property, located at the edge of the SWSA, with its land use designation of Mixed Use Industrial/Office acts as the boundary of the comprehensive planned more intensive development in this portion of the County. As such, and due to nearby residential neighbors, particular care should be taken regarding the buffering and impacts of sightlines, air quality, light, and noise. Transportation & Site Access: As noted within NELUP, the transportation network in this area is strained and the current proposal of a potential data center would be a relatively low generator for traffic once constructed. However, there are a number of uses allowed within the TM zoning district with higher trip generation than the Data Center use that was studied. The applicant has proffered additional traffic study and remediation if they were to implement uses that generate traffic in excess of what has been studied for the data center. Additionally, there is a north/south collector road in the comprehensive plan which the applicant is proffering to accommodate. Proffer Statement, Generalized Development Plan (GDP), & Impact Analysis: Proffers (Revision Date 10/01/2025) Staff Comment Proffer 1 – Development and Use of the Property Inclusion of power generating facilities in the allowed uses inserts a significant unstudied, and potentially concerning unknown for this property. Given the proximity of a future substation and major transmission line, this use could be reasonably excluded. Proffer 2 – Building and Site Design C. Tier II generators with selective catalytic reduction systems are proffered for use. While it is the understanding of staff that Tier II are selected to stay within the regulations of emergency use as regulated by DEQ, it is also our understanding that Tier IV generation is 90% cleaner operating and can be permitted to not be subject to emergency use regulation by DEQ upon request by applicant. New legislation is pushing data center users toward the use of Tier IV technology and staff 6 Page 5 of 6 discussions with DEQ staff would indicate that the applicant could proffer Tier IV technology and agree by proffer to remain subject to emergency use only in their DEQ permit. E. Emergency operations Staff is seeking information or data on frequency and duration of emergency scenarios. If the applicant has any industry data on this topic, it would be beneficial. F. Noise mitigation measures for cooling equipment. Given the rapidly advancing technology for equipment in this industry, a proffered equipment monitoring and upgrade to modern standard schedule may be appropriate. Additional line should be added to the noise limitation proffer noting that regardless of proffer current zoning ordinance will be met. G. Building Design. A number of facade elements are included in the proffers, which note “some” of them shall be included. However, the examples listed have varying levels of impact and commitment. Staff would suggest this section could be more robust and include more specific and enforceable examples in order to provide greater certainty to decision makers and neighboring residents. A discussion of building heights or even varying building heights dependent on proximity to residential units may be appropriate. Proffer 3 – Transportation No comments at this time Proffer 4 – Signage No comments at this time Proffer 5 – Lighting No comments at this time 7 Page 6 of 6 Proffer 6 – Fire and Rescue No comments at this time Proffer 7 – Water and Sewer Proffer states that only public water and sewer will be used for cooling of computer or mechanical equipment systems. A more appropriate proffer would expressly prohibit use of on-site wells or private groundwater sources for any reason. While potentially not a proffer more information is needed on specific upgrades to the public water and sewer system to accommodate the proposed water usage of the facility and how those upgrades will be achieved to ensure unforeseen impacts are not had on other property owners. For example, will all upgrades be contained within existing Frederick Water easements and the applicant’s property or will new or expanded easements be acquired from other property owners? The applicant’s proffers do not currently contemplate a maximum level of water usage per day. Proffer 8 – Cultural Resources Investigation and Preservation No comments at this time Proffer 9 – Support for Educational Programming and Scholarships at Laurel Ridge Community College No comments at this time Proffer 10 – CPI Escalator No comments at this time Generalized Development Plan The generalized development plan (GDP), dated 3/3/2026, is included in the work session materials packet and details organization, physical features, and buffering. This item is presented at a work session for information and discussion only. A separate Planning Commission public hearing is anticipated to be held on June 3, 2026. 8 £¤11 §¨¦81 §¨¦81 RESTCHURCH R D WOODBI N E R D JONATH A N D R MARTINSBURGPIKESTAYMANDRTIMBERLAKES LNREST CHURCH R D JOLINE D R HAUPTMAN CT RUEBUCK RDRUEBUCK LN REST CHURC H R D ZACHARY ANN LNMACBE T H L N MARTINSBURGPIKE33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 1089 REST CHURCH RD 1171 REST CHURCH RD 291 MACBETH LN 309 MACBETH LN 337 MACBETH LN 361 MACBETH LN 1309 REST CHURCH RD 1221 REST CHURCH RD 173 RUEBUCK RD 191 RUEBUCK RD 374 ORCHARD DALE DR 155 JONATHAN DR 120 JOLINE DR 170 JOLINE DR 4552 MARTINSBURG PIKE 4622 MARTINSBURG PIKE 4294 MARTINSBURG PIKE 1073 REST CHURCH RD 976 REST CHURCH RD 988 REST CHURCH RD 1004 REST CHURCH RD 1018 REST CHURCH RD 1090 REST CHURCH RD 1102 REST CHURCH RD 1226 REST CHURCH RD 1299 REST CHURCH RD 1120 REST CHURCH RD 1130 REST CHURCH RD 130 RUEBUCK LN 172 RUEBUCK LN 224 RUEBUCK LN 280 RUEBUCK LN 4491 MARTINSBURG PIKE 4481 MARTINSBURG PIKE 147 WINESAP CT 4273 MARTINSBURG PIKE 4317 MARTINSBURG PIKE 4230 MARTINSBURG PIKE 4231 MARTINSBURG PIKE 279 ZACHARY ANN LN 321 ZACHARY ANN LN 351 ZACHARY ANN LN 344 ORCHARD DALE DR 241 STAYMAN DR 200 STAYMAN DR 201 JONATHAN DR 163 JONATHAN DR 196 RUEBUCK RD 1287 REST CHURCH RD 1287 REST CHURCH RD 114 RUEBUCK RD 160 RUEBUCK RD 180 RUEBUCK RD 286 JOLINE DR 320 JOLINE DR 352 JOLINE DR 378 JOLINE DR 343 JOLINE DR 4663 MARTINSBURG PIKE 4374 MARTINSBURG PIKE 4514 MARTINSBURG PIKE 4462 MARTINSBURG PIKE 1029 REST CHURCH RD 1035 REST CHURCH RD 1109 REST CHURCH RD 1145 REST CHURCH RD 191 MACBETH LN 191 MACBETH LN 209 MACBETH LN 253 MACBETH LN 266 MACBETH LN 367 MACBETH LN 371 MACBETH LN 1345 REST CHURCH RD 135 RUEBUCK RD 147 RUEBUCK RD 221 RUEBUCK RD 185 STAYMAN DR 159 STAYMAN DR 151 STAYMAN DR 306 ORCHARD DALE DR 210 JOLINE DR 4586 MARTINSBURG PIKE 4600 MARTINSBURG PIKE 4322 MARTINSBURG PIKE 162 ROME DR 946 REST CHURCH RD 964 REST CHURCH RD 1034 REST CHURCH RD 1046 REST CHURCH RD 1062 REST CHURCH RD 1076 REST CHURCH RD 1333 REST CHURCH RD 332 THISTLE LN 1146 REST CHURCH RD 1160 REST CHURCH RD 1176 REST CHURCH RD 1188 REST CHURCH RD 160 MACBETH LN 160 MACBETH LN 4469 MARTINSBURG PIKE 4455 MARTINSBURG PIKE 4441 MARTINSBURG PIKE 4407 MARTINSBURG PIKE 259 WINESAP CT 223 WINESAP CT 197 WINESAP CT 4282 MARTINSBURG PIKE 4268 MARTINSBURG PIKE 4170 MARTINSBURG PIKE 4123 MARTINSBURG PIKE 1530 REST CHURCH RD 240 STAYMAN DR 180 JONATHAN DR338 ORCHARD DALE DR 260 JOLINE DR 382 JOLINE DR 381 JOLINE DR375 JOLINE DR 367 JOLINE DR 215 JOLINE DR 201 JOLINE DR 193 JOLINE DR 4547 MARTINSBURG PIKE 4342 MARTINSBURG PIKE 4392 MARTINSBURG PIKE 4412 MARTINSBURG PIKE 4504 MARTINSBURG PIKE 4428 MARTINSBURG PIKE 529 TIMBERLAKES LN 124 HAUPTMAN CT 141 HAUPTMAN CT 163 HAUPTMAN CT 209 HAUPTMAN CT µ Frederick County Planning & Development 107 N Kent St Winchester, VA 22601 540 - 665 - 5651 Map Created: April 30, 2026 £¤11§¨¦81 §¨¦81 TIMBERLAKESLNREST CHURCH R DELFWAY CEDAR HILL R D WINE S A P CT ORCHARDDALE DRWO O D B I N E RDROMEDRSTAYMANDR HAUPTMAN CT RUEBUCK LNMARTINSBURG PIKEWOODSIDE RDROCKY LN BUSINESS BLVD BRANS O N SPRIN G R D THISTLE LN JOLINE DR RUEBUCKRDBROWNLNMACBE T H L N 0 975 1,950487.5 Feet BERKELEY COUNTY WV REZ # 04 - 26: Virginia Technology Park PINs: 33 - A - 89, 33 - A - 90, 33 - 9 - 1A Rezoning from RA to TM with Proffers Zoning Map Application Sewer and Water Service Area Parcels B2 (General Business District) B3 (Industrial Transition District) M1 (Light Industrial District) M2 (Industrial General District) REZ #04-26 REZ #04-26 REZ #04-26 9 £¤11 §¨¦81 §¨¦81 RESTCHURCH R D WOODBI N E RD JONATH A N D R MARTINSBURGPIKESTAYMANDRTIMBERLAKES LNREST CHURCH R D JOLINE D R HAUPTMAN CT RUEBUCK RDRUEBUCK LN REST CHURC H R D ZACHARY ANN LNMACBE T H L N MARTINSBURGPIKE33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 1073 REST CHURCH RD 1099 REST CHURCH RD 1171 REST CHURCH RD 976 REST CHURCH RD 988 REST CHURCH RD 1004 REST CHURCH RD 1018 REST CHURCH RD 1090 REST CHURCH RD 1102 REST CHURCH RD 1226 REST CHURCH RD 1299 REST CHURCH RD 1120 REST CHURCH RD 1130 REST CHURCH RD 130 RUEBUCK LN 172 RUEBUCK LN 224 RUEBUCK LN 280 RUEBUCK LN 291 MACBETH LN 309 MACBETH LN 337 MACBETH LN 361 MACBETH LN 1309 REST CHURCH RD 1221 REST CHURCH RD 173 RUEBUCK RD 191 RUEBUCK RD 211 RUEBUCK RD374 ORCHARD DALE DR 155 JONATHAN DR 120 JOLINE DR 170 JOLINE DR 4552 MARTINSBURG PIKE 4622 MARTINSBURG PIKE 4294 MARTINSBURG PIKE 4532 MARTINSBURG PIKE 1065 REST CHURCH RD 4491 MARTINSBURG PIKE 4481 MARTINSBURG PIKE 4273 MARTINSBURG PIKE 4317 MARTINSBURG PIKE 4230 MARTINSBURG PIKE 4231 MARTINSBURG PIKE 279 ZACHARY ANN LN 321 ZACHARY ANN LN 351 ZACHARY ANN LN 344 ORCHARD DALE DR 241 STAYMAN DR 200 STAYMAN DR 201 JONATHAN DR 163 JONATHAN DR 196 RUEBUCK RD 1287 REST CHURCH RD 1287 REST CHURCH RD 114 RUEBUCK RD 160 RUEBUCK RD 180 RUEBUCK RD 286 JOLINE DR 320 JOLINE DR 352 JOLINE DR 378 JOLINE DR 343 JOLINE DR 4663 MARTINSBURG PIKE 4374 MARTINSBURG PIKE 4514 MARTINSBURG PIKE 4442 MARTINSBURG PIKE 4462 MARTINSBURG PIKE 1109 REST CHURCH RD 1145 REST CHURCH RD 162 ROME DR 946 REST CHURCH RD 964 REST CHURCH RD 1034 REST CHURCH RD 1046 REST CHURCH RD 1062 REST CHURCH RD 1076 REST CHURCH RD 1333 REST CHURCH RD 332 THISTLE LN 1146 REST CHURCH RD 1160 REST CHURCH RD 1176 REST CHURCH RD 1188 REST CHURCH RD 160 MACBETH LN 160 MACBETH LN 191 MACBETH LN 191 MACBETH LN 209 MACBETH LN 253 MACBETH LN 266 MACBETH LN 367 MACBETH LN 371 MACBETH LN 1345 REST CHURCH RD 135 RUEBUCK RD 147 RUEBUCK RD 221 RUEBUCK RD 185 STAYMAN DR 159 STAYMAN DR 151 STAYMAN DR 306 ORCHARD DALE DR 210 JOLINE DR 4586 MARTINSBURG PIKE 4600 MARTINSBURG PIKE 4312 MARTINSBURG PIKE 4322 MARTINSBURG PIKE 1029 REST CHURCH RD 4455 MARTINSBURG PIKE4441 MARTINSBURG PIKE 4407 MARTINSBURG PIKE 259 WINESAP CT 223 WINESAP CT 197 WINESAP CT 4268 MARTINSBURG PIKE 4170 MARTINSBURG PIKE 4123 MARTINSBURG PIKE 1530 REST CHURCH RD 240 STAYMAN DR 180 JONATHAN DR338 ORCHARD DALE DR 260 JOLINE DR 382 JOLINE DR 381 JOLINE DR375 JOLINE DR 367 JOLINE DR 215 JOLINE DR 201 JOLINE DR 193 JOLINE DR 4547 MARTINSBURG PIKE 4342 MARTINSBURG PIKE 4392 MARTINSBURG PIKE 4412 MARTINSBURG PIKE 4504 MARTINSBURG PIKE 4428 MARTINSBURG PIKE 529 TIMBERLAKES LN 124 HAUPTMAN CT 141 HAUPTMAN CT 163 HAUPTMAN CT 209 HAUPTMAN CT µ Frederick County Planning & Development 107 N Kent St Winchester, VA 22601 540 - 665 - 5651 Map Created: April 30, 2026 £¤11§¨¦81 §¨¦81 TIMBERLAKESLNREST CHURCH R DELFWAY CEDAR HILL R D WINE S A P CT ORCHARDDALE DRWO O D B I N E RDROMEDRSTAYMANDR HAUPTMAN CT RUEBUCK LNMARTINSBURG PIKEWOODSIDE RDROCKY LN BUSINESS BLVD BRANS O N SPRIN G R D THISTLE LN JOLINE DR RUEBUCKRDBROWNLNMACBE T H L N 0 975 1,950487.5 Feet BERKELEY COUNTY WV REZ # 04 - 26: Virginia Technology Park PINs: 33 - A - 89, 33 - A - 90, 33 - 9 - 1A Rezoning from RA to TM with Proffers Location Map Application Sewer and Water Service Area Parcels REZ #04-26 REZ #04-26 REZ #04-26 10 £¤11 §¨¦81 §¨¦81 RESTCHURCH R D WOODBI N E R D JONATH A N D R MARTINSBURGPIKESTAYMANDRTIMBERLAKES LNREST CHURCH R D JOLINE D R HAUPTMAN CT RUEBUCK RDRUEBUCK LN REST CHURC H R D ZACHARY ANN LNMACBE T H L N MARTINSBURGPIKE33 A 89 33 A 90 33 A 90 33 A 90 33 9 1A 1029 REST CHURCH RD 1035 REST CHURCH RD 1109 REST CHURCH RD 1145 REST CHURCH RD 162 ROME DR 946 REST CHURCH RD 964 REST CHURCH RD 1034 REST CHURCH RD 1046 REST CHURCH RD 1062 REST CHURCH RD 1076 REST CHURCH RD 1333 REST CHURCH RD 332 THISTLE LN 1146 REST CHURCH RD 1160 REST CHURCH RD 1176 REST CHURCH RD 1188 REST CHURCH RD 160 MACBETH LN 160 MACBETH LN 4469 MARTINSBURG PIKE 4455 MARTINSBURG PIKE 4441 MARTINSBURG PIKE 4407 MARTINSBURG PIKE 259 WINESAP CT 223 WINESAP CT 197 WINESAP CT 4268 MARTINSBURG PIKE 4170 MARTINSBURG PIKE 4123 MARTINSBURG PIKE 1530 REST CHURCH RD 240 STAYMAN DR 180 JONATHAN DR338 ORCHARD DALE DR 185 STAYMAN DR 159 STAYMAN DR 151 STAYMAN DR 306 ORCHARD DALE DR 4342 MARTINSBURG PIKE 4392 MARTINSBURG PIKE 4412 MARTINSBURG PIKE 4504 MARTINSBURG PIKE 4428 MARTINSBURG PIKE 529 TIMBERLAKES LN 124 HAUPTMAN CT 141 HAUPTMAN CT 163 HAUPTMAN CT 209 HAUPTMAN CT 191 MACBETH LN 191 MACBETH LN 209 MACBETH LN 253 MACBETH LN 266 MACBETH LN 367 MACBETH LN 371 MACBETH LN 1345 REST CHURCH RD 135 RUEBUCK RD 147 RUEBUCK RD 221 RUEBUCK RD 210 JOLINE DR 260 JOLINE DR 382 JOLINE DR 381 JOLINE DR375 JOLINE DR 367 JOLINE DR 215 JOLINE DR 201 JOLINE DR 193 JOLINE DR 4547 MARTINSBURG PIKE 4600 MARTINSBURG PIKE 4312 MARTINSBURG PIKE 4322 MARTINSBURG PIKE 1073 REST CHURCH RD 1089 REST CHURCH RD 1171 REST CHURCH RD 976 REST CHURCH RD 988 REST CHURCH RD 1004 REST CHURCH RD 1018 REST CHURCH RD 1090 REST CHURCH RD 1102 REST CHURCH RD 1226 REST CHURCH RD 1299 REST CHURCH RD 1120 REST CHURCH RD 1130 REST CHURCH RD 130 RUEBUCK LN 172 RUEBUCK LN 224 RUEBUCK LN 280 RUEBUCK LN 4491 MARTINSBURG PIKE 4481 MARTINSBURG PIKE 147 WINESAP CT374 ORCHARD DALE DR 4273 MARTINSBURG PIKE 4317 MARTINSBURG PIKE 4230 MARTINSBURG PIKE 4231 MARTINSBURG PIKE 279 ZACHARY ANN LN 321 ZACHARY ANN LN 351 ZACHARY ANN LN 344 ORCHARD DALE DR 241 STAYMAN DR 200 STAYMAN DR 201 JONATHAN DR 163 JONATHAN DR 155 JONATHAN DR 196 RUEBUCK RD 1287 REST CHURCH RD1287 REST CHURCH RD 114 RUEBUCK RD 160 RUEBUCK RD 180 RUEBUCK RD 4374 MARTINSBURG PIKE 4514 MARTINSBURG PIKE 4462 MARTINSBURG PIKE 291 MACBETH LN 309 MACBETH LN 337 MACBETH LN 361 MACBETH LN 1309 REST CHURCH RD 1221 REST CHURCH RD 173 RUEBUCK RD 191 RUEBUCK RD 120 JOLINE DR 170 JOLINE DR 286 JOLINE DR 320 JOLINE DR 352 JOLINE DR 378 JOLINE DR 343 JOLINE DR 4663 MARTINSBURG PIKE 4552 MARTINSBURG PIKE 4578 MARTINSBURG PIKE 4622 MARTINSBURG PIKE 4294 MARTINSBURG PIKE µ Frederick County Planning & Development 107 N Kent St Winchester, VA 22601 540 - 665 - 5651 Map Created: April 30, 2026 £¤11§¨¦81 §¨¦81 TIMBERLAKESLNREST CHURCH R DELFWAY CEDAR HILL R D WINE S A P CT ORCHARDDALE DRWO O D B I N E RDROMEDRSTAYMANDR HAUPTMAN CT RUEBUCK LNMARTINSBURG PIKEWOODSIDE RDROCKY LN BUSINESS BLVD BRANS O N SPRIN G R D THISTLE LN JOLINE DR RUEBUCKRDBROWNLNMACBE T H L N 0 975 1,950487.5 Feet BERKELEY COUNTY WV REZ # 04 - 26: Virginia Technology Park PINs: 33 - A - 89, 33 - A - 90, 33 - 9 - 1A Rezoning from RA to TM with Proffers Long Range Land Use Map Application Sewer and Water Service Area Parcels Long Range Land Use Business Mixed Use Industrial/Office Industrial REZ #04-26 REZ #04-26 REZ #04-26 11 12 13 14 15 16 17 18 19 20 21 22 23 24 PROFFER STATEMENT VIRGINIA TECHNOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 ACRES Rezoning: REZ # _________________________ Record Owners: DTS, L.C. and William O. Minor Applicant: Executive Land Holdings IV, LLC Property: PIN’s 33-(A)-89; 33-(A)-90; & 33-(9)-1A, comprising approximately 220.06 acres as shown on the Generalized Development Plan (hereinafter the “Property”) Sought Zoning: RA to TM Project Name: Virginia Technology Park Rezoning Original Proffer Date: August 4, 2025 Revision Dates: April 6, 2026 Pursuant to Va. Code Ann. § 15.2-2296, et seq., and § 165-102.06 of the Frederick County Zoning Ordinance (“Zoning Ordinance”), Executive Land Holdings IV, LLC (hereinafter “Applicant”) together with the record owners of the Property, DTS, L.C. and William O. Minor(hereinafter, “Record Owners”) hereby proffer that the development and use of the Property shall be in substantial conformance with the following conditions (hereinafter, “Proffers”). In the event this sought rezoning to the TM Technology Manufacturing Park (TM”) zoning district is approved by the Frederick County Board of Supervisors (“Board”) as applied for by the Applicant, these Proffers shall supersede and replace in their entirety any and all other proffers made prior hereto with respect to the Property. In the event this rezoning is not granted as applied for by the Applicant, then these Proffers shall be deemed withdrawn and shall be null and void, and any existing proffers will remain in full force and effect. 25 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 2 of 21 The headings of the Proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the Proffers. Any improvements proffered herein below shall be provided at the time of development of the portion of the site served by the improvement, unless otherwise specified. The term “Applicant” shall include the current and all future owners and successors in interest. When used in these Proffers, the “Generalized Development Plan” or “GDP” shall refer to the plan entitled “Virginia Technology Park Rezoning, Frederick County, VA,” prepared by Bohler Engineering and dated 3/3/2026. 1. DEVELOPMENT AND USE OF THE PROPERTY A. The Property shall be developed in substantial conformance with the GDP, with interconnected land bays in substantial conformance with the GDP, and as is specifically set forth in these Proffers. As determined in any forthcoming Master Development Plan (“MDP”) and/or site plan submissions, minor changes and adjustments may be made to the road alignments, entrances, parking, dimensions, and locations of the stormwater management/best management practices facilities, the exact configuration and location of building footprints, and other similar features as shown on the GDP. B. The following uses, which are permitted by-right in the TM zoning district, shall be prohibited on the Property: Food, Beverage, and Tobacco Manufacturing Furniture and Related Product Manufacturing Converted Paper Product Manufacturing Printing, Publishing and Allied Industries Plastics and Rubber Products Manufacturing 26 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 3 of 21 Fabricated Metal Products Manufacturing, excluding the following: Engraving and Allied Services, Ammunition, Ordnance and Accessories Aircraft Manufacturing Guided Missiles and Space Vehicles Manufacturing Telecommunication Facilities and Offices, Broadcasting and Content Providers, including wired and wireless telephone, radio, television and other satellite communications Finance, Insurance, Legal and Offices of Real Estate Health Care Services Medical and Dental Laboratories Technical and Trade Schools Business, Professional, Labor, Political and Similar Organizations Public Administration and Government Support Buildings C. The following uses permitted by-right in the TM zoning district shall be permitted on the Property: Pharmaceutical and Medicine Manufacturing Machinery Manufacturing and Computer and Electrical Product Manufacturing Electrical Equipment, Appliance, and Component Manufacturing Storage Batteries and Primary Battery Manufacturing Miscellaneous Manufacturing 27 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 4 of 21 Computing Infrastructure Providers, Data Processing, and Data Centers Professional, Scientific and Technical Services including Testing Laboratories Public Utilities, including power-generating facilities Flex-Tech And permitted uses later added to the list of permitted use in the TM zoning district regulations by the Frederick County Board of Supervisors. D. The Property may also be developed with uses customarily associated with or accessory to technology industrial and manufacturing parks and any such public facilities are approved pursuant to Va. Code Ann. § 15.2-2232 (D). Such accessory uses and/or public facilities shall include, but shall not be limited to: Access roads (public or private); Electric power transforming station; Buildings for support offices, storage, logistics, maintenance, and security; Electricity generation, distribution, switchyard, transmission, and substation facilities; Enclosed energy, battery, and fuel storage facilities; Water storage and cooling facilities and associated water pumps, tanks, and equipment; Communication, broadband, and fiber optic utilities; 28 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 5 of 21 Air handlers, cooling equipment, and heat pumps; All critical infrastructure related to data centers, including but not limited to, generators; All other utilities, public or private, in each case together with all other supporting uses that relate to and support the permitted use(s) constructed on the property (the “Accessory Uses”), or any other use determined by the Zoning Administrator. E. If the Applicant elects to develop the Property with any use or uses permitted by-right in the TM zoning district, listed in Proffer 1 (C) above, that results in a higher net new trip generation from the Property than that shown in the “Transportation Impact Analysis for the Fruit Hill Property,” prepared by Kittelson and Associates, dated June 2025 (the “TIA”), then as part of the MDP and/or site plan approval process for those uses, the Applicant shall submit an updated TIA to Frederick County (“County”) and the Virginia Department of Transportation (“VDOT”). Subject to County and VDOT approval of the updated TIA, the Applicant shall mitigate any additional impacts caused by such additional trips through transportation improvements determined through the site plan approval process. In the event that the County and VDOT approve the updated TIA, such improvements recommended by the TIA shall be bonded prior to the approval of the MDP or site plan, and shall be completed prior to the issuance of the first certificate of occupancy for the Property. F. In determining whether the uses collectively have an increased traffic impact for purposes of Proffer 1 (E), the Applicant may use actual traffic counts for then- existing uses on the Property in lieu of the estimates that were employed in the TIA, for determining background traffic at the time of site plan submission. 2. BUILDING AND SITE DESIGN A. Perimeter landscaping shall be provided in substantial conformance with the GDP. All new landscaping/plantings shall be indigenous species, native to Virginia. The Applicant may include, as part of its perimeter landscaping, 29 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 6 of 21 existing, mature woodlands located on the Property. Such woodlands to be preserved as part of the perimeter landscaping shall be depicted on the landscaping plan, which shall be submitted at time of site plan. B. The Applicant shall construct an 8-foot landscaped berm along the Property’s boundary with lots in the Carrollton Subdivision and the Ridgeway Estates Subdivision in accordance with the details thereof on the GDP. Where no berm is provided adjacent to RA zoned parcels, the Applicant shall preserve existing vegetation not more than 75 feet from the perimeter property line to serve as a natural buffer or increase the building setback to 200 feet, as depicted on the GDP. The final location of the landscaped berm shall be determined at time of site plan. C. All backup generators used on the Property shall comply with the ambient air quality standards promulgated by the Virginia Department of Environmental Quality, and shall be Tier II generators with selective catalytic reduction systems, as defined by the applicable United States Department of Environmental Protection Agency Regulations. D. Generator testing and cycling shall be limited to weekdays (Monday to Friday) between the hours of 8:00 a.m. and 5:00 p.m. In addition, no generato r testing nor cycling shall occur on the following major holidays: New Year’s Eve, New Year’s Day, Christmas Eve, Christmas Day, Thanksgiving, Independence Day, Labor Day, and Memorial Day. Notwithstanding the foregoing, this provision shall not prohibit the operation of generators outside of the stated hours and dates in the case of power failure requiring backup generator use. All noise generated by any onsite generator shall be limited to 70 dBA where the Property abuts properties zoned B3, M1, or which are used for public utility uses, to 65 dBA where the Property abuts properties which are primarily used for residential uses, and shall otherwise comply with Section 165-201 of the Frederick County Zoning Ordinance. E. Emergency operations shall not be subject to the limitations outlined in Proffer 2 (D), above. For the purposes of this section, the term “emergency” means any situation arising from sudden and reasonably unforeseen events beyond the control of the facility, as defined by the Virginia Department of Environmental 30 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 7 of 21 Quality, which situation requires the immediate use of the emergency generators to restore normal operation of the facility, and the routine testing of generators, as defined above. The timeline and criteria for emergency operations shall meet Virginia’s Department of Environmental Quality’s provisions or other relevant federal regulations. F. All mechanical equipment required for cooling or ventilation of any computer or mechanical equipment systems shall include, but shall not be limited to, the following noise mitigation elements: Low noise emission fans; Acoustical wraps for compressors and oil separators; and An acoustic perimeter. For the purposes of this Proffer, an acoustical perimeter may be louvered or solid, and may include a perimeter around a group of individual chillers. Prior to site plan approval, the Applicant shall submit a supplementary Environmental Noise Impact Assessment based upon the specific mechanical equipment proposed for installation that shall demonstrate conformance with §165-204.41 (E) of the Zoning Ordinance. G. Building Design. All principal buildings constructed on the Property shall be subject to the following standards for building design. Principal Building Facades. All Principal Building Facades, which for the purposes of this Proffer is defined as all building facades that face Technology Park Road, Zachary Ann Lane, Rest Church Road, and Ruebuck Lane, with no intervening structures between the building façade and the aforementioned road, and with no individual building having more than two (2) Principal 31 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 8 of 21 Building Facades, shall include some or all the following design elements: Fenestration, consisting of glass or glass architectural panels, comprising a minimum of thirty percent (30%) of the Principal Façade; Change in building material, pattern, texture, or color; Use of accent materials on a minimum of 10% of the façade; and A main entrance feature, which must either project or recess from the main building plane, and/or be differentiated from the remainder of the Principal Façade by a change in building material. The design elements demonstrating conformance with this Proffer shall be depicted on building elevations and exterior drawings and submitted with the MDP or at time of site plan for the principal buildings facing Technology Park Road, Zachary Ann Lane, Rest Church Road and/or Ruebuck Lane. G. Sound levels at the adjacent property lines shall not exceed 70 dBA where the Property abuts properties zoned B3, M1, or which are used for public utility uses, shall not exceed 65 dBA where the Property abuts properties which are primarily used for residential uses, and shall otherwise comply with Section 165-201 of the Frederick County Zoning Ordinance. 3. TRANSPORTATION 32 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 9 of 21 A. The Applicant shall dedicate all rights of way proposed to be dedicated to the County or to VDOT for public road improvements as depicted on the approved GDP in accordance with County and VDOT requirements, or within 90 days of a written request from the County therefor, whichever event may occur earlier in time. B. The Applicant shall relocate a portion of Zachary Ann Lane as generally depicted on the GDP so as to connect with a new road (hereinafter “Technology Park Road”), as that new road is generally depicted on the Northeast Frederick Land Use Plan’s Transportation Map, and as generally shown on the GDP. The Applicant shall construct that portion of Technology Park Road within the boundaries of the Property and along existing rights-of-way, also as generally shown on the GDP. Technology Park Road shall be built within a 50-foot right-of- way, and shall consist of two lanes, with any turn lanes required by VDOT. Technology Park Road shall meet VDOT standards for a GS-3 roadway at the time of construction. C. The Applicant shall construct, or cause to be constructed, frontage improvements along the southern portion of Rest Church Road. Such improvements shall extend from the western right-of-way of Zachary Ann Lane to the entrance of Technology Park Road, as depicted on the GDP, and shall meet VDOT standards for a GS-3 roadway at the time of construction. D. Within 90 days of the request of the County and the Virginia Department of Transportation, and contingent upon a finalized lane conversion plan being approved by the Frederick County Board of Supervisors and VDOT, the Applicant shall construct, or cause to be constructed, the following improvements to the intersection of Rest Church Road and Martinsburg Pike/US 11: Restripe the eastbound approach lanes of Rest Church Road; Convert the Rest Church Road approaches to operate under split-signal phasing; 33 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 10 of 21 Replace the existing signal head for the eastbound through lane with a four-section head, consisting of three ball indicators and one green left- turn arrow indicator; and Adjust coordination with the adjacent signalized intersections at the Interstate 81 interchange. E. The Applicant shall reserve, for future dedication to the County or VDOT, 52.5 feet of right-of-way along the northern property line for the expansion of Rest Church Road, from its intersection with Zachary Ann Lane to its intersection with Ruebuck Lane, to be measured from the current centerline of Rest Church Road. This right-of-way shall be reserved to permit the expansion of Rest Church Road in accordance with the Eastern Frederick County Road Plan, and no development may take place within this area reserved for future dedication. Within 90 days of the request of the County and VDOT, and contingent upon a funded and finalized expansion plan being approved by the Frederick County Board of Supervisors, the Applicant shall dedicate such right-of-way at no cost to the County or VDOT. In the event that the Board of Supervisors changes the designation of Rest Church Road, as depicted in the Eastern Frederick County Road Plan, so that the expansion of Rest Church Road is no longer called for in the Eastern Frederick County Road Plan, the reservation of the 52.5-foot right-of- way for future dedication shall cease, and the existing right-of-way width shall be maintained. F. The southern portion of Technology Park Road, as measured from the proposed connectivity to PIN 33-A-88 north to the stem at the southern edge of the proposed traffic bulb, shall be constructed and maintained as a private road, as depicted on the GDP. The Applicant shall reserve, for future dedication to the County or VDOT, 50 feet of right-of-way containing that privately owned and maintained portion of Technology Park Road, to be accepted as a public road in accordance with the Eastern Frederick County Road Plan. Within 90 days of the request of the County and VDOT, and contingent upon a funded and finalized plan being approved by the Frederick County Board of Supervisors to connect Technology Park Road to Cedar Hill Road, the Applicant shall dedicate such right- of-way at no cost to the County or VDOT, and that private portion of Technology Park Road shall become a public road. The Applicant shall conduct, or cause to be 34 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 11 of 21 conducted, any repairs deemed necessary by VDOT prior to the acceptance of that portion of Technology Park Road into the public road network. In the event that the Board of Supervisors changes the Eastern Frederick County Road Plan, so that the proposed connectivity between Rest Church Road and Cedar Hill Road is no longer called for in the Eastern Frederick County Road Plan, the reservation of the 50-foot right-of-way for future dedication shall cease, and the existing ownership of that private portion of Technology Park Road shall be maintained. G. The Applicant shall apply to abandon, or cause to be abandoned, (i) that portion of Ruebuck Lane immediately past the southern boundary of County Parcel Map Pin 33-(5)-24, and (ii) that portion of Zachary Ann Lane no longer required after modification of its entrance and connection to Rest Church Road. H. The Applicant shall dedicate an additional 25 feet of right -of-way along the western property line for Ruebuck Lane, from its revised terminus to Rest Church Road, as depicted on the GDP. It shall further install a 55-foot cul-de-sac or a hammerhead turnaround at the terminus of Ruebuck Lane sufficient to permit emergency and other vehicles to effect a safe turn around, at a location outside the floodplain and past the last residential driveway on Ruebuck Lane. The design and location of the turnaround shall be finalized during MDP and/or site plan review processes. The Applicant shall further, at its expense, pave Ruebuck Lane and improve the existing sight distance issues at its intersection with Macbeth Lane to a standard appropriate for a low volume road in the VDOT Rural Rustic Road Program, from its intersection with Rest Church Road south to the aforementioned cul-de-sac or turnaround. Such dedication shall be made concurrently with the approval of plans for the improvement of Ruebuck Lane. I. All proffered road improvements to be constructed by the Applicant and those phases of Technology Park Road will be established at the time of Master Development Plan and/or site plan approval, shall be bonded prior to MDP and/or site plan approval, and shall be completed prior to the issuance of the first occupancy permit for any building on the Property; provided that notwithstanding anything to the contrary herein, the Applicant will dedicate all of the right-of-way for that public portion of Technology Park Road within 60 days of a written request of the County therefor, and provided further that the ultimate location of Technology Park Road may be adjusted for final engineering. 35 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 12 of 21 J. No entrances to the Property, other than the connection with Technology Park Road and the emergency connection to Rest Church Road, as shown on the GDP, shall be permitted onto Rest Church Road or Ruebuck Lane. K. All public roads shall be constructed to VDOT standards and subject to the approval of VDOT and Frederick County. That private portion of Technology Park Road shall be constructed to the VDOT standards for a GS -3 roadway. Any repairs requested by VDOT prior to public dedication of that private portion of Technology Park Road shall be completed at no cost to the County or VDOT. L. For the purposes of these Proffers, “completion” of a public road improvement shall mean when a road or improvement thereto is open to traffic, but may not have yet been accepted into the State Secondary System of Highways for maintenance. Nothing herein shall override or contravene any subdivision monetary guarantee requirements for acceptance of public road improvements. M. The Applicant shall ensure that adequate sight distance is provided at the intersection of Ruebuck Lane and Rest Church Road, as generally depicted on the Transportation Plan element of the GDP. N. The Applicant shall coordinate with its contractors, subcontractors, sub- subcontractors, and any other consultants, hirees, or other personnel to arrange for the delivery of any goods, materials, or equipment to be used for the development of any use the Property. Deliveries of such goods, materials, or equipment to be used in the development of any use on the Property shall not be conducted during hours of peak traffic for the surrounding roadway network (“peak hours”). Such peak hours shall be defined as between 7:00 a.m. and 8:00 a.m. for the morning weekday peak hour, and between 5:00 p.m. and 6:00 p.m. for the evening weekday peak hour, from Monday through Friday of a given week. All deliveries for such goods, materials, or equipment shall take place outside of these hours, if taking place from Monday through Friday. 4. SIGNAGE 36 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 13 of 21 The Applicant shall be limited to a single monument sign for the TM portion of the Property at its entrance along Rest Church Road, conforming to the applicable provisions of § 165-201.06 of the Zoning Ordinance, as shown on the GDP; provided that this shall not preclude each owner or tenant of a building from installing signs, internal to the site, conforming to the provisions of § 165-201.06 (G) and (H) of the Zoning Ordinance. 5. LIGHTING All outdoor lighting shall be compatible, and harmonious throughout the Property. Fixtures shall be similar in style. Lighting shall be mounted at a height that is relative to the property line such that it is no taller than its horizontal distance from the nearest property line, but in no case shall it be placed more than 25’ above grade. Any lighting fixtures situated within 50’ of any property line shall be oriented perpendicular to and faced away from that property line so as not to cause trespass onto an adjacent property in excess of 0.1 footcandles onto a residential use, or 0.5 footcandles onto any other property. All lighting fixtures shall meet an up-light rating of U0 (that is zero up-light) according to the Luminaire Classification System (“LCS”), as developed and maintained by the Illuminating Engineering Society (“IES”). They shall be oriented with the central beam pointed straight down, and shall otherwise conform to the requirements of the Zoning Ordinance. The Applicant shall prepare and submit a photometric plan as part of the MDP and/or final site plan process demonstrating the minimization of off-site lighting impacts. 6. FIRE AND RESCUE The Applicant shall contribute to the County the sum of $150.00 per 1,000 gross square feet of constructed building as depicted on each final site plan, to be used for fire and rescue purposes. The contribution shall be made at the time of issuance of the certificate of occupancy for each structure built on the Property. 7. WATER AND SEWER 37 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 14 of 21 A. The Property shall be served with public water and public sewer. At its expense, the Applicant shall design and construct all on-site and off-site improvements necessary to provide service for the demand generated by development on the Property in accordance with applicable Frederick County Sanitation Authority (“Frederick Water”), Frederick County, and Virginia laws, ordinances, and regulations. B. The Applicant will install at its expense Supervisory Control and Data Acquisition (“SCADA”) systems as approved by Frederick Water at the Woodbine and VDOT pump stations to enable them to be monitored and pumps cycled on- off in an efficient manner, to accommodate the flows generated by the development. C. The Applicant will grant the necessary easements at no cost to the County or Frederick Water to facilitate the north-south flow of water, the location of which easements shall generally follow the eastern property lines of the Property, with the purpose of ultimately extending to Cedar Hill and Hopewell Roads. The location of these easements will be established as part of the site plan process. D. The Applicant shall design and construct any computer or mechanical equipment systems installed on the Property that require temperature regulation and cooling to minimize the need for Frederick Water consumptive potable water use to the greatest extent feasible. These potable water use minimization strategies may include but not be limited to the following: Closed Loop Systems: Equipment cooling systems that recirculate water and/or cooling fluids within the computer or mechanical equipment systems reducing evaporation and overall water consumption. Air-Cooled Systems: Equipment cooling systems that use ambient air and heat exchangers to dissipate heat, greatly reducing the need for water. Direct Liquid Cooling: Equipment cooling systems that transfer heat directly from any computer or mechanical equipment systems to a 38 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 15 of 21 recirculating water loop, minimizing the need for air conditioning and evaporative cooling. Immersion Cooling: Equipment cooling systems that incorporate immersion of heat-producing computer or mechanical equipment in a non-conductive dielectric fluid environment that can absorb heat directly and reduce the need for evaporative cooling. E. In the event any closed loop, direct liquid, or immersion cooling systems are used, any and all discharges or disposal of cooling fluids shall be done in full conformance with all applicable Frederick Water, federal and Virginia state regulations. F. No groundwater resources via private on-site wells shall be used for cooling of computer or mechanical equipment systems. 8. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION The Applicant shall conduct, or cause to be conducted, an Architectural Resources Study of the Property prior to the approval of the first MDP for the Property. A Phase II Architectural Resources Study will be conducted to examine further the interiors and building materials in the Lewis-Solenberger and Cather Houses. The Applicant shall have its archeological consultant present during the demolition of the Lewis-Solenberger and Cather Houses, and such consultant shall perform a visual assessment of any items of potential archeological value during the demolition. In addition, the Applicant shall conduct, or shall cause to be conducted, an archeological assessment of the Property. Such assessment shall be conducted to assess the potential for intact archeological deposits on the Property. Such assessment shall include an archival study, which shall include a complete listing and discussion of previously-recorded historic properties located within and in the vicinity of the Property. Such assessment shall include a historic map review of the Property, to better understand the development and use of the site and its role in the County, to provide a basis for interpreting previously recorded historic 39 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 16 of 21 properties. Such assessment shall define potential locations within the Property where archeological resources are present, or are likely to be present. Such assessment will pay particular attention to past land use activity, types of development, past disturbances, and potential for intact archeological deposits to be present. 9. SUPPORT FOR EDUCATIONAL PROGRAMMING AND SCHOLARSHIPS AT LAUREL RIDGE COMMUNITY COLLEGE, MIDDLETOWN CAMPUS In order to provide financial support for the development and expansion of educational programs and scholarships in advanced technology, electronic and computer information storage, and related fields, the Applicant shall, within thirty (30) days of the approval for the first site plan, create and fund an endowment at Laurel Ridge Community College, Middletown Campus with a minimum cash contribution of Two Hundred Thousand Dollars ($200,000.00), to be used by Laurel Ridge Community College, Middletown Campus for the enhancement of the Cloud Infrastructure Program. Following this contribution, the Applicant shall provide a receipt from Laurel Ridge Community College documenting completion of this commitment to the Zoning Administrator. Following this initial contribution, the Applicant may increase its financial commitment to this established endowment at any time. 10. CPI ESCALATOR In the event the monetary contributions set forth in these Proffers are paid to the County within twelve (12) months after the date this rezoning application is approved by the Board, these contributions shall be in the amounts as stated herein. Thereafter, any monetary contributions set forth in these Proffers that are to be paid to the County shall be adjusted in accordance with the Urban Consumer Price Index (CPI-U), published by the United States Department of Labor, such that at the time contributions are paid they shall be adjusted by the percentage change in the CPI-U from the date this rezoning application is approved by the Board to the date on which any monetary contribution is tendered. 40 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 17 of 21 [Signature Pages Follow on Subsequent Pages] 41 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 18 of 21 APPLICANT/CONTRACT PURCHASER: Executive Land Holdings IV, LLC By: _______________________ Name: _______________________ Title: _______________________ Commonwealth of _____________________: County of : The foregoing instrument was acknowledged before me this ___________________ (date) by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of Executive Land Holdings IV, LLC, a ____________________________ (state or place of incorporation), on behalf of the limited liability company. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 42 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 19 of 21 OWNER: DTS LC By: _______________________ Name: _______________________ Title: _______________________ Commonwealth of _____________________: County of ______________________: The foregoing instrument was acknowledged before me this ___________________ (date) by _________________________________ (name of officer or agent) _____________________________ (title of officer or agent) of DTS, LC, a ____________________________ (state or place of incorporation), on behalf of the limited liability company. ______________________________ NOTARY PUBLIC My Commission Expires:___________________________ My Notary Registration Number:_____________________ 43 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 20 of 21 OWNER: William O. Minor _________________________________ Commonwealth of _____________________: County of : Subscribed and sworn to before me this ____ day of ________________, 20_______ in my County and Commonwealth aforesaid, by the aforenamed principal. ______________________________ NOTARY PUBLIC My Commission Expires: ___________________________ My Notary Registration Number: _____________________ 44 PROFFER STATEMENT VIRGINIA TECHOLOGY PARK REZONING STONEWALL MAGISTERIAL DISTRICT +/- 220.06 Acres Page 21 of 21 45 IMPACT ANALYSIS STATEMENT Virginia Technology Park Rezoning Application RA to TM PIN’s: 33-(A)-89; 33-(A)-90; & 33-(9)-1A; Contract Purchaser/Applicant: Executive Land Holdings, IV, LLC April 6, 2026 Introduction: Executive Land Holdings, IV, LLC, dba Equus Capital Partners, Ltd. (hereinafter, the “Applicant”) is the contract purchaser of properties identified as Frederick County PINs 33-(A)-89; 33-(A)-90; and 33-(9)-1A (collectively, the “Property”) located on the west side of I-81 in the Clear Brook area of the Stonewall District. The Property consists of approximately 220.06 acres of contiguous land west of Zachary Ann Lane, south of Rest Church Road, and east of Ruebuck Lane. In this application, the Applicant seeks a rezoning of the Property from the RA zoning district to the TM zoning district with proffered commitments. The proposed development on the Property will be industrial and will be accessed by Technology Park Road, which will be constructed as part of the development of the Property. Proposed Uses: The proposed development on the Property will be for industrial uses as permitted in the TM – Technology Manufacturing Park zoning district. These uses may include an electrical substation to be built by electrical utilities providing service to the future development. The proposed uses conform with the land use recommendations contained withing the Northeast Land Use Plan (“NELUP”) element of the Frederick County Comprehensive Plan. The Applicant acknowledges that in addition to any proffered commitments, all uses on the Property must conform at all times to the performance standards contained within the Zoning Ordinance, including, but not limited to, the Data Center performance standards set forth in Section 165-204.41 of the Zoning Ordinance adopted on April 9, 2025. Suitability of Site: The Applicant has analyzed the following categories to address the suitability of this site for the proposed rezoning development, as requested by Frederick County: 46 1. 100 Year Floodplains: The Property contains approximately 31.54 acres of floodplain area that bisect the site as shown on the Generalized Development Plan. The proposed improvements have been oriented to minimize impacts to the floodplain area. Stormwater management areas have been placed adjacent to the floodplain areas due to the Property’s topography, which will be designed in accordance with Virginia DEQ requirements to minimize downstream impacts from the proposed improvements. 2. Wetlands and Streams: According to an environmental study of the site conducted by ECS Mid- Atlantic, LLC, titled “Waters of the U.S. Study: Fruit Hill Property,” dated November 23, 2021, two streams totaling 2,936-linear feet (also called Duncan Run) were identified and delineated within the study area, as shown on the Generalized Development Plan. The stream limits are generally located within the 100-Year Floodplain area, which the proposed improvements have been oriented to minimize impacts to. 3. Steep Slopes: Per the topographic survey prepared by GreyWolfe, Inc. and Frederick County GIS, there are no prolonged steep slopes on the parcels (over 15%). 4. Mature Woodlands: The subject parcels contain approximately 54 acres of woodlands. The Virginia Department of Forestry’s Forest Conservation Value model designates the bulk of the forested areas on the parcels as having only average conservation value and the remainder are not designated as having a meaningful conservation value. No portion of the parcels fall within an ecological core according to the Virginia National Landscape Assessment Map. 5. Prime Agricultural Soils: The majority of the parcels contain soils designated as “Oaklet” and “Frederick” on Frederick County GIS. These soils consist of: • Frederick Poplimento Loams • Oaklet Silt Loams • Carbo-Oaklet Silt Loams, very rocky According to the Virginia Agricultural Model map, these areas are labeled as prime farmland and farmland of statewide importance. 47 The parcels also contain Pagebrook Silty Clay Loam, which tracks the eastern portion of Duncan Run. There is also a narrow portion of Pagebrook Silt Loam which extends across the parcels further north. According to the Virginia Agricultural Model map, these areas are less suitable for agriculture. There is a minor stretch of Massanetta Loam that tracks the western portion of Duncan Run along with a few soil varieties with relatively minor intrusion along the exterior of the parcels. 6. Soil Conditions: No significant soil or bedrock conditions have been identified that would result in construction difficulties or hazards associated with the proposed development. Surrounding Properties: The surrounding properties to the south, west, and north of the Property include RA- Rural Agricultural zoned parcels that are currently used as residencies and/or farmland, with the planned NextEra substation lying south of the Property. Along the eastern border of the subject site are properties zones B-3 – Industrial Transition and M-1 – Light Industrial. The industrial uses in this area consist of the Flying J Travel Center and the Cat Machinery rental facility. Traffic Impact Analysis: A detailed Traffic Impact Analysis prepared by Kittelson & Associates has been prepared and filed with this application and submitted for review by Frederick County and VDOT. The proposed industrial uses would occur in an area with a mature road network, and the Applicant has analyzed its potential impact on these roads. The Applicant proposes a number of actions that would align existing conditions with the transportation element of the Comprehensive Plan while accommodating the limited traffic impacts associated with the proposed industrial uses. These improvements include relocating a portion of Zachary Ann Lane and construction of a new road, referred to in this application as Technology Park Road, which will connect to Rest Church Road and the nearby I-81 interchange. The Applicant’s Traffic Impact Analysis confirms that the road network can adequately support the development of the proposed Property with recommendations noted in that Analysis. Sewage Conveyance and Treatment: The Property lies with the Sewer and Water Service Area and the proposed development will be served by Frederick Water. The Applicant will work with 48 Frederick Water to plan, develop, and construct any needed connections to public sanitary sewer. The Applicant understands that Frederick Water’s engineering team has reviewed water and sewer lines currently serving the Zachary Ann Lane area to assess service capabilities. The area is served by an 8 -inch gravity sanitary sewer main conveying flows under Interstate-81. Sanitary sewer capacity is limited by downstream pump stations and force main constraints. The end users of the industrial development on the Property have not been identified, but it is anticipated that expansion of the existing sanitary sewer system will be required for full build-out of the proposed improvements on the Property. The Applicant will continue to work closely with Frederick Water to determine the phasing of the improvements and systems that will be required to adequately serve the Property. Water Supply: The Property lies with the Sewer and Water Service Area and the proposed development will be served by Frederick Water. The Applicant will work with Frederick Water to plan, develop, and construct any needed connections to public water. The Applicant understands that Frederick Water’s engineering team has reviewed water and sewer lines currently serving the Zachary Ann Lane area to assess service capabilities. The area is served by a single 12-inch water main conveying flows under Interstate-81. Two recent water pressure tests from fire hydrants on Zachary Ann Lane showed flows of 950 and 1,005 GPM, barely meeting Frederick Water’s minimal flow requirements. The end users of the industrial development on the Property have not been identified, but it is anticipated that expansion of the existing sanitary public water systems will be required for full build-out of the proposed improvements on the Property. The Applicant will continue to work closely with Frederick Water to determine the phasing of the improvements and systems that will be required to adequately serve the Property. At full buildout and once operational, the Applicant estimates that the proposed development will use no more than 20,000 to 30,000 gallons per building per day, or 200,000 to 300,000 gallons per day for the total site. This amount may fluctuate slightly based on seasonal weather that could impact water use, and the number of permanent employees staffing the proposed use. The estimated water use does not apply to the initial fill of a closed-loop cooling system, or the fill that may be required during the replacement and/or maintenance of a closed-loop system. 49 Drainage: The Applicant intends to maintain existing drainage divides with the proposed development. A stormwater management plan will be prepared with Site Plan drawings showing compliance with all federal, state, and local quality and quantity requirements. It is intended that a combination of proposed facilities a t existing low points on site and the purchase of nutrient credits will be used to meet the requirements. Solid Waste Disposal Facilities: End users will be required to comply with federal, state, and local laws and regulations regarding the disposal of solid waste. Electricity: As discussed above, the proposed use may include utility substations to be built by electrical utilities to service the proposed development. The Applicant has depicted the substations on its GDP. The anticipated voltage required to provide service to the proposed development is 900 MW, which shall be provided via 138 kV transmission lines from the proposed NextEra substation. The electricity will be provided to the substation generally via the anticipated routing path for transmission infrastructure. In support of this, the Applicant has requested an overhead utility waiver for transmission infrastructure between the NextEra substation and the proposed substation. Noise: The Applicant has conducted two sound studies of the Property to establish the baseline sound levels at the property line and to predict the impact that noise generated by the proposed use would have on the surrounding properties. Based on the projected noise impact to the surrounding properties, the Applicant has proffered to limit noise generation to 70 dBA at the eastern property line, where commercial uses are located, and where the ambient sound level is higher. The Applicant has also proffered to maintain a maximum noise level of 65 dBA at the western property line, where the Property abuts RA-zoned properties which are used for residential purposes. Historic Sites and Structures: Through a review and analysis of the Frederick County Rural Landmarks Survey Report, the Virginia Division of Historic Resources, and the State and National 50 Registers, the only historical resources located on the Property that have been previously identified are DHR #034-1464, consisting of the Cather House, listed as current, and the Payne House, listed as historic, and DHR #034-1463 consisting of the Carter, Josh house, listed as historic, and the Lewis-Solenberger house, listed as current. The Applicant has proffered to conduct an Architectural Resources Survey as a part of this rezoning. In the context of a previous rezoning application on the Property , the Applicant has met and worked with the Historic Resources Advisory Board to identify other concerns. The Applicant has agreed to an additional Phase II architectural study of the Lewis-Solenberger house and the Cather house located on the Property, and to conduct an archeological assessment of the Property. All discoveries will be reported to the County, and appropriate steps taken should consequential resources be discovered. Impact on Community Facilities: Educational Facilities: The proposed development is industrial and will not have any impacts on the Frederick County Public School system. The Applicant has proffered to contribute $200,000.00 to Laurel Ridge Community College’s Cloud Infrastructure Program, which will support the training and education of workers needed to support the proposed industrial uses and create a positive impact on the higher education system of Frederick County. Emergency Services: The Frederick County Sheriff Department will provide police protection. The property is in Grid 1304 of the First Due Boundary for the Clear Brook Fire and Rescue Station. Therefore, response times from the station to the site are reasonable. Parks and Recreation: The proposed development is industrial and will not have any impacts on or increased demand for Parks and Recreation services. Solid Waste: Large amounts of solid waste are not anticipated to be generated by the proposed use on the Property. Any solid wastes will be collected and transported by private haulers to the Frederick County landfill. 51 © 2025 Microsoft Corporation © 2025 TomTom REST CHU R C H R O A D INTERSTATE 81ZACAHRY ANN LANEWHITEHALL BUSINESS PARK REST C H U R C H R O A D CARROLLTON SUBDIVISION RIDGEWAY ESTATES THIST L E L A N ERUEBUCK ROADQUAIL MEADOWS SUBDIVISION CLEVENGER SUBDIVISION VI R G I N I A S T A T E L I N E W E S T V I R G I N I A S T A T E L I N E W E SNAD83 NAD83PROPERTY ID: 33-A-90, 33-A-89, AND 33-9-1A STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA GENERALIZED DEVELOPMENT PLAN (GDP) PLAN NUMBER: XXXXX VIRGINIA TECHNOLOGY PARK VICINITY MAP SOURCE - MICROSOFT CORPORATION SCALE 1" = 2000' TRANSPORTATION ENGINEER KITTLESON & ASSOCIATES 11480 COMMERCE PARK DR, SUITE 230 RESTON, VA 20191 CONTACT: ANDREW BUTSICK, P.E. (571) 384-2948 CIVIL ENGINEER BOHLER ENGINEERING 28 BLACKWELL PARK LANE; SUITE 201 WARRENTON, VA 20186 CONTACT: KATHERINE ROBERTS, P.E. (540) 349-4500 SHEET INDEX SHEET TITLE SHEET NUMBER COVER SHEET C-1 EXISTING CONDITIONS PLAN C-2 GENERALIZED DEVELOPMENT PLAN C-3 OVERALL ILLUSTRATIVE PLAN C-4 LANDSCAPE BUFFER SECTIONS C-5 AGENT, BOARD OF SUPERVISORS DATE APPROVAL BLOCK LAND USE ATTORNEY WALSH COLUCCI LUBELEY & WALSH PC ONE EAST MARKET STREET, SUITE 300 LEESBURG, VIRGINIA 20176 CONTACT: J. RANDALL MINCHEW (703) 737-3633 APPLICANT EXECUTIVE LAND HOLDINGS IV, LLC 3843 WEST CHESTER PIKE NEWTOWN SQUARE, PA 19073 CONTACT: JOHN KNOTT, III JKNOTT@EQUUSDEVELOPMENT.COM (215) 575-2493 OWNER PARCEL 33-A-89 DTS LC & MINOR, WILLIAM O PO BOX 2368 WINCHESTER, VA 22604 OWNER PARCEL 33-A-90 DTS LC PO BOX 2368 WINCHESTER, VA 22604 1 REVISION 1 - REVISIONS REV DATE COMMENT DRAWN BY CHECKED BY 03/03/2026 1ST COUNTY REVIEW GAP KSR 03/03/2026 DISCLAIMERPROJECT No.: DRAWN BY: CHECKED BY: DATE: CAD I.D.: PROJECT: FOR H:\2025\VAB250037.00\CAD\DRAWINGS\PLAN SETS\P-CNDS-VAB250037.00-0A----->LAYOUT: C-1 COVERGPTHIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCY REVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTION DOCUMENT UNLESS INDICATED OTHERWISE. SHEET NUMBER: SHEET TITLE: VAB250037.00 GAP KSR 06/30/2025 P-CNDS-VAB2 GENERALIZED DEVELOPMENT PLAN EXECUTIVE LAND HOLDINGS IV, LLC 1420 REST CHURCH ROAD CLEAR BROOK, VA 22624 FREDERICK COUNTY, VA 28 BLACKWELL PARK LANE, SUITE 201 WARRENTON, VIRGINIA 20186 Phone: (540) 349-4500 Fax: (540) 349-0321 VA@BohlerEng.comTM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTENAUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©SITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTLANDSCAPE ARCHITECTURESUSTAINABLE DESIGNPERMITTING SERVICESTRANSPORTATION SERVICESBOHLER Mar 03, 2026Know what's below. Call before you dig. ALWAYS CALL 811 It's fast. It's free. It's the law. KATHERINE ROBERTS Lic. No. 0402060193 03/03/2026 C-1 COVER SHEET OWNER PARCEL 33-9-1A DTS LC PO BOX 2368 WINCHESTER, VA 22604 52 SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSUZACHARY ANN LANEINTERSTATE 81REST CHURCH ROADPIN: 33/ A/ 89/ /DTS LC & MINOR, WILLIAM OPO BOX 2368WINCHESTER, VA 22604LOT SIZE: 106.79 ACRESEXISTING ZONING: RAPROPOSED ZONING: TMPIN: 33/ A/ 90/ /DTS LCPO BOX 2368WINCHESTER, VA 22604LOT SIZE: 112.97 ACRESEXISTING ZONING: RAPROPOSED ZONING: TMPIN: 33/ 9/ 1/ A/DTS LCPO BOX 2368WINCHESTER, VA 22604LOT SIZE: 0.30 ACRESEXISTING ZONING: RAPROPOSED ZONING: TMTHISTLE LANETHISTLE LANER U E B U C K L A N ES18° 44' 13.88"W1031.698S73° 59' 38.25"E824.197 S11° 56' 14.78"W229.930S79° 14' 09.78"E60.000N 2 3 ° 5 1 ' 5 5 . 8 7 "W 1 8 9 3 . 9 3 6S18° 44' 13.88"W882.857S66° 23' 01.89"W1225.230N07° 25' 39 .04 "W2111.000N66° 35' 09.30"E1858.083N 2 3 ° 5 1 ' 5 5 . 8 7 "W 2 2 8 1 . 4 2 9 L=82.734, R=1020.000N79° 57' 32.90"E257.660L =2 2 6 .6 4 9 ,R =6 2 7 .8 2 0 S79° 21' 23.47"E 1600.271 S10° 50' 26.78"W20.645S78° 03' 28.22"E292.750S68° 50' 52.22"E77.670S79° 13' 56.29"E25.000S29° 14' 00.67"E53.159S11° 56' 17.32"W2501.386WESNAD83NAD83123456 7891011121314151617181920212223242527262829C-2EXISTINGCONDITIONSPLAN1REVISION 1 -REVISIONSREV DATE COMMENTDRAWN BYCHECKED BY03/03/20261ST COUNTY REVIEWGAPKSR03/03/2026DISCLAIMER This drawing and/or file has been prepared by Bohler at the request of the Project Owner or his Representative and is being provided solely as a convenience to the recipient. Bohler makes no representation regarding the suitability for the intended use by the recipient. Further, Bohler makes noPROJECT No.:DRAWN BY:CHECKED BY:DATE:CAD I.D.:PROJECT:FORC:\BOHLERCAD_USERDATA\TEMP\ACPUBLISH_18012\P-EXST-VAB250037.00-0A----->LAYOUT: C-2 EXSTGP THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCYREVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTIONDOCUMENT UNLESS INDICATED OTHERWISE.SHEET NUMBER:SHEET TITLE:VAB250037.00GAPKSR06/30/2025P-EXST-VAB2GENERALIZEDDEVELOPMENTPLANEXECUTIVE LANDHOLDINGS IV, LLC1420 REST CHURCH ROADCLEAR BROOK, VA 22624FREDERICK COUNTY, VA28 BLACKWELL PARK LANE, SUITE 201WARRENTON, VIRGINIA 20186Phone: (540) 349-4500Fax: (540) 349-0321VA@BohlerEng.comTM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT LANDSCAPE ARCHITECTURE SUSTAINABLE DESIGN PERMITTING SERVICES TRANSPORTATION SERVICES BOHLER Mar 03, 2026 Know what's below.Call before you dig.ALWAYS CALL 811It's fast. It's free. It's the law.KATHERINE ROBERTSLic. No. 040206019303/03/2026LEGENDREZONING AREA (220.06 ACRES)APPROXIMATE WETLANDS LIMITSADJOINERSHATCH LEGENDEXISTINGFLOODPLAINEXISTINGWETLANDSFEMA APPROXIMATE ZONE A1"=250'025062.5125250APPROXIMATE STREAM CENTERLINEEXISTING CONDITIONS 100-YR FLOODPLAIN53 SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSPILEFPSCALECEM.CEM.CEM.CEM.CEM.FPSSSSSUINTERSTATE 81REST CHURCH ROADTHISTLE LANETHISTLE LANES18° 44' 13.88"W1031.698S73° 59' 38.25"E824.197 S11° 56' 14.78"W229.930S79° 14' 09.78"E60.000N 2 3 ° 5 1 ' 5 5 . 8 7 "W 1 8 9 3 . 9 3 6 R U E B U C K L A N ES18° 44' 13.88"W882.857S66° 23' 01.89"W1225.230N07° 25' 39 .04 "W2111.000N66° 35' 09.30"E1858.083N 2 3 ° 5 1 ' 5 5 . 8 7 "W 2 2 8 1 . 4 2 9 L=82.734, R=1020.000N79° 57' 32.90"E257.660L =2 2 6 .6 4 9 ,R =6 2 7 .8 2 0 S79° 21' 23.47"E 1600.271 S10° 50' 26.78"W20.645S78° 03' 28.22"E292.750S68° 50' 52.22"E77.670S79° 13' 56.29"E25.000S29° 14' 00.67"E53.159S11° 56' 17.32"W2501.386WESNAD83NAD83 FP FPFPFPFPFP F P FPFP F P F P FPFP FPFP FPFP FP FP FP PROP DH-8225,000 SF2 STORIESPROP DH-10225,000 SF2 STORIESSWMAREA75' LANDSCAPE BUFFER 7 5 ' L AND SC A PE BU F F ER 75' LANDSCAPE BUFFERTECHNOLOGY PARK ROADZACHARY ANN LANE75' LANDSCAPE BUFFER PROP DH-1 225,000 SF2 STORIESPROP DH-2 175,000 SF2 STORIESPOTENTIALSUBSTATION AREA± 18 ACRES(900-MW POWER ANTICIPATED)SWMAREAPROP DH-6 225,000 SF2 STORIESPROP DH-4 225,000 SF2 STORIESPROP DH-3 225,000 SF2 STORIESPROP DH-5 225,000 SF2 STORIES200' BUILDING SETBACK 200' BUILDING SETBACK200' BUILDING SETBACK2 0 0 ' BU I LD ING S E TBAC KPROP DH-7250,000 SF2 STORIESPROP DH-9275,000 SF2 STORIESPROP 50' FUTUREROW RESERVATION(ROAD CONSTRUCTEDTO GS-3 STANDARD)PROP 50' FUTUREROW RESERVATION(ROAD CONSTRUCTEDTO GS-3 STANDARD)EMERGENCY EXITONLY WITH GATE ANDDO NOT ENTERSIGNAGEFULL MOVEMENT IN/RIGHT-OUT ONLYPROP ADJACENTPROPERTYACCESSGATEDSECONDARYACCESSEX ADJANCENTPROPERTYACCESS TOREMAINPROP CONNECTIVITY TOPARCEL 33-A-8852.5' RIGHT-OF-WAYRESERVATION FORFUTURE ROADWIDENING50'200'75'75'200'75'25'200'52.5'3 5 ' F R O N T Y A R D S E T B A C K PROPOSED EXTENT OFSHOULDER WIDENINGPER VDOT GS-3STANDARDPRELIMINARY PROPOSEDCONDITIONS 100-YR FLOODPLAINPROP ± 14,000 SFOFFICE / ADMINSPACEPROP MONUMENT SIGN31.9'VAR. WIDTHLANDSCAPEBUFFER35' FRONT YARD SETBACKVAR. WIDTH RIGHT-OF-WAYRESERVATION FORFUTURE ROAD WIDENINGSWMAREAPROP±5,000 SFOFFICE / ADMINSPACEPROP SECUREENTRANCE WITHGUARDHOUSEPROP SECUREENTRANCE WITHGUARDHOUSEPROP GATEDACCESS(END OF STATEMAINTENANCE)C-3GENERALIZEDDEVELOPMENTPLAN1REVISION 1 -REVISIONSREV DATE COMMENTDRAWN BYCHECKED BY03/03/20261ST COUNTY REVIEWGAPKSR03/03/2026DISCLAIMER This drawing and/or file has been prepared by Bohler at the request of the Project Owner or his Representative and is being provided solely as a convenience to the recipient. Bohler makes no representation regarding the suitability for the intended use by the recipient. Further, Bohler makes noPROJECT No.:DRAWN BY:CHECKED BY:DATE:CAD I.D.:PROJECT:FORH:\2025\VAB250037.00\CAD\DRAWINGS\PLAN SETS\P-GDP-VAB250037.00-0A----->LAYOUT: C-3 GDPGP THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCYREVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTIONDOCUMENT UNLESS INDICATED OTHERWISE.SHEET NUMBER:SHEET TITLE:VAB250037.00GAPKSR06/30/2025P-GDP-VAB25GENERALIZEDDEVELOPMENTPLANEXECUTIVE LANDHOLDINGS IV, LLC1420 REST CHURCH ROADCLEAR BROOK, VA 22624FREDERICK COUNTY, VA28 BLACKWELL PARK LANE, SUITE 201WARRENTON, VIRGINIA 20186Phone: (540) 349-4500Fax: (540) 349-0321VA@BohlerEng.comTM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT LANDSCAPE ARCHITECTURE SUSTAINABLE DESIGN PERMITTING SERVICES TRANSPORTATION SERVICES BOHLER Mar 03, 2026 Know what's below.Call before you dig.ALWAYS CALL 811It's fast. It's free. It's the law.KATHERINE ROBERTSLic. No. 040206019303/03/2026LEGENDPROPOSED ROW RESERVATION(TECHNOLOGY PARK ROAD)APPROXIMATE FLOODPLAIN LIMITSAPPROXIMATE WETLANDS LIMITSGENERALIZED DEVELOPMENT PLAN NOTES1. THE GENERALIZED DEVELOPMENT PLAN PROPOSES TO REZONE APPROXIMATELY 220.06 ACRES TO THE TMZONING DISTRICT.2. STORMWATER MANAGEMENT WILL BE PROVIDED PER APPLICABLE STATE AND LOCAL STANDARDS AT TIME OFSITE PLAN.3. THE PROPERTY DOES NOT CONTAIN GRAVES, OBJECTS OR STRUCTURES MARKING BURIAL PLACES ASDETERMINED BY VISUAL SURVEY.4. THE PROPERTY CONTAINS NO KNOWN HAZARDOUS OR TOXIC SUBSTANCES AS SET FORTH IN TITLE 40, CODEOF FEDERAL REGULATIONS PARTS 16.4, 302.4, AND 355 OR IN VIRGINIA DEPARTMENT OF WASTE MANAGEMENTREGULATIONS.5. THE SUBJECT PROPERTY IS LOCATED WITHIN SPECIAL FLOOD HAZARD AREA ZONE A (WITHOUT BFE ORDEPTH) PER MAP ENTITLED “NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP,FREDERICK COUNTY, VIRGINIA ALL JURISDICTIONS, MAP NUMBER 51069C0150E, WITH A MAP REVISED DATE OFJANUARY 29, 2021.6. THE DEVELOPMENT OF THE PROPERTY MAY BE PHASED THROUGH MULTIPLE SITE PLANS.7. BUILDING SETBACKS MAY INCLUDE FEATURES SUCH AS BUT NOT LIMITED TO PARKING, FENCE, ACCESSORYSTRUCTURES, STORMWATER MANAGEMENT FACILITIES, AND OTHER SIMILAR FEATURES.8. ENTRANCE LOCATIONS SHOWN ARE APPROXIMATE AND TO BE DETERMINED AT TIME OF FINAL SITE PLANDESIGN. LOCATIONS TO BE IN ACCORDANCE WITH VDOT SPACING REQUIREMENTS. ACCESS POINTS MAY BEADDED OR ELIMINATED SUBJECT TO VDOT APPROVAL AT TIME OF SITE PLAN.9. LANDSCAPE BUFFERS WILL BE PROVIDED AT TIME OF SITE PLAN IN ACCORDANCE WITH THE REQUIREMENTSOF FREDERICK COUNTY. THEIR LOCATIONS MAY BE ADJUSTED AT TIME OF SITE PLAN.10. LANDSCAPING WILL BE PROVIDED IN ACCORDANCE WITH CURRENT FREDERICK COUNTY DEVELOPMENTSTANDARDS IN PLACE AT THE TIME OF SITE PLAN SUBMISSION.11. THIS GDP HAS NOT BEEN REVIEWED FOR FULL COMPLIANCE WITH THE FREDERICK COUNTY ORDINANCE ATTHIS TIME. ALL PROPOSED SITE IMPROVEMENTS SHOWN ON THIS PLAN MAY BE AMENDED BY THE OWNERS TOFULFILL REQUIREMENTS OF FINAL ENGINEERING, OR COMPLIANCE WITH CURRENT STATE AGENCYREGULATIONS AND/OR COUNTY DEVELOPMENT REGULATIONS/STANDARDS IN PLACE AT THE TIME OF SITEPLAN SUBMISSION.12. UNLESS A GREATER BUILDING SETBACK IS SHOWN ON THE GDP, THE BUILDING SETBACKS AT TIME OF SITEPLAN ARE PER THE MINIMUM BUILDING SETBACKS ESTABLISHED BY THE TM DISTRICT WITHIN THE ZONINGORDINANCE.13. OUTDOOR TRASH RECEPTACLES WILL BE SCREENED FROM ALL PUBLIC STREETS AND ADJACENT PROPERTY,UNLESS THE ADJACENT PROPERTY CONTAINS THE SAME USE, BY MEANS ESTABLISHED IN THE COUNTY'SDESIGN STANDARDS MANUAL.14. LIGHTING FACILITIES WILL BE PROVIDED IN COMPLIANCE WITH THE FREDERICK COUNTY ZONING ORDINANCE.15. ALL SIGNAGE ON THE PROPERTY WILL CONFORM WITH FREDERICK COUNTY ZONING ORDINANCE.16. PROPOSED PARKING AND LOADING AREAS WILL COMPLY WITH FREDERICK COUNTY ZONING ORDINANCE.LIMITS OF EXISTING ZACHARY ANN LANE ROW(TO BE REPAVED & INCORPORATED INTOTECHNOLOGY PARK ROAD ROW)75' LANDSCAPE BUFFER200' BUILDING SETBACKAPPROXIMATE LOCATION OF PARCEL ACCESS /PRIVATE COMMERCIAL ENTRANCE1"=250'025062.5125250REZONING AREA (220.06 ACRES)HATCH LEGENDEXISTING FLOODPLAINEXISTING WETLANDSLIMITS OF EXISTINGZACHARY ANN LANEROW(TO BE RELOCATED)LIMITS OF EXISTINGZACHARY ANN LANE ROW(TO BE REPAVED &INCORPORATED INTOTECHNOLOGY PARK ROADROW)APPROXIMATE STREAM CENTERLINEPROPOSED ROW RESERVATION FOR FUTUREROAD WIDENING (REST CHURCH ROAD)35' FRONT YARD SETBACKPRELIMINARY PROPOSED CONDITIONS 100-YR FLOODPLAINFPEXISTING CONDITIONS 100-YR FLOODPLAINANTICIPATED ROUTING PATH FORTRANSMISSION INFRASTRUCTUREPRIVATE ROAD BUILT TOVDOT GS-3 STANDARDWITH ROW TO BEDEDICATED UPONREQUEST OF COUNTYWHEN NEEDED FORPUBLIC THROUGH ROADAPPLICANT:EXECUTIVE LAND HOLDINGS IV, LLCOWNERS:PIN: 33/A/90DTC LCPIN: 33/A/89DTC LCPIN: 33/9/1ADTC LCCURRENT ZONING: RA (RURAL AREAS DISTRICT)REZONING AREA: 220.06 ACRESPROPOSED ZONING: TM (TECHNOLOGY MANUFACTURING PARK DISTRICT) 54 WESN N FP FPFPFPFPFP F P FPFP F P F P FPFP FPFP FPFP FP FP FP PRELIMINARY PROPOSEDCONDITIONS 100-YR FLOODPLAINC-4OVERALLILLUSTRATIVEPLANINTERSTATE 81SWMAREATECHNOLOGY PARK ROADZACHARY ANN LANEREST CHURCH ROADSWMAREASUBSTATIONPAD AREAPROP 50' FUTUREROWRESERVATIONPROP ± 14,000 SFOFFICE / ADMIN SPACEEMERGENCY EXIT ONLYWITH GATE ANDDO NOT ENTER SIGNAGEPROP VAR.WIDTH FUTUREROWRESERVATIONGATED SECONDARY ACCESSILLUSTRATIVE LEGEND:PROPOSED BUILDINGSWM AREAEQUIPMENT AND SERVICE AREASUBSTATION AREATRAVEL WAY200' BUILDING SETBACK75' ACTIVE LANDSCAPE SETBACKPLAN IS ILLUSTRATIVEAND SUBJECT TOCHANGE AT TIME OFSITE PLANFLOODPLAIN AREAPROP ±5,000SFOFFICE/ADMIN SPACEK:\Brittany Riddick\PE Seals & Signatures\Signature - Roberts.jpg1REVISION 1 -REVISIONSREVDATECOMMENTDRAWN BYCHECKED BY03/03/20261ST COUNTY REVIEWGAPKSR03/03/2026DISCLAIMER PROJECT No.:DRAWN BY:CHECKED BY:DATE:CAD I.D.:PROJECT:FORC:\BOHLERCAD_USERDATA\TEMP\ACPUBLISH_25124\P-REND-VAB250037.00-0A----->LAYOUT: C-4 RENDMW THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCYREVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTIONDOCUMENT UNLESS INDICATED OTHERWISE.SHEET NUMBER:SHEET TITLE:VAB250037.00GAPKSR06/30/2025P-REND-VAB2GENERALIZEDDEVELOPMENTPLANEXECUTIVE LANDHOLDINGS IV, LLC1420 REST CHURCH ROADCLEAR BROOK, VA 22624FREDERICK COUNTY, VA28 BLACKWELL PARK LANE, SUITE 201WARRENTON, VIRGINIA 20186Phone:(540) 349-4500Fax:(540) 349-0321VA@BohlerEng.comTM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT LANDSCAPE ARCHITECTURE SUSTAINABLE DESIGN PERMITTING SERVICES TRANSPORTATION SERVICES BOHLER Mar 31, 2026 Know what's below.Call before you dig.ALWAYS CALL 811It's fast. It's free. It's the law.KATHERINE ROBERTSLic. No. 040206019303/03/2026PROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING175,000 SF2 STORIESPROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING250,000 SF2 STORIESPROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING275,000 SF2 STORIES1"=250'025062.5125250FULL MOVEMENT IN /RIGHT TURN OUT ONLYLANDSCAPE BUFFER PLANTINGS(MAY CONSIST OF TREE SAVE ORPROPOSED PLANT MATERIAL, TO BEDETERMINED AT TIME OF SITE PLAN)R U E B U C K L A N EPROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING225,000 SF2 STORIESPROPOSEDBUILDING225,000 SF2 STORIESSWMAREASUBSTATIONPAD AREASUBSTATIONPAD AREA55 C-5LANDSCAPEBUFFERSECTIONSK:\Brittany Riddick\PE Seals & Signatures\Signature - Roberts.jpg1REVISION 1 -REVISIONSREVDATECOMMENTDRAWN BYCHECKED BY03/03/20261ST COUNTY REVIEWGAPKSR03/03/2026DISCLAIMER PROJECT No.:DRAWN BY:CHECKED BY:DATE:CAD I.D.:PROJECT:FORC:\BOHLERCAD_USERDATA\TEMP\ACPUBLISH_25124\P-REND-VAB250037.00-0A----->LAYOUT: C-5 SECTIONMW THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCYREVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTIONDOCUMENT UNLESS INDICATED OTHERWISE.SHEET NUMBER:SHEET TITLE:VAB250037.00GAPKSR06/30/2025P-REND-VAB2GENERALIZEDDEVELOPMENTPLANEXECUTIVE LANDHOLDINGS IV, LLC1420 REST CHURCH ROADCLEAR BROOK, VA 22624FREDERICK COUNTY, VA28 BLACKWELL PARK LANE, SUITE 201WARRENTON, VIRGINIA 20186Phone:(540) 349-4500Fax:(540) 349-0321VA@BohlerEng.comTM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT LANDSCAPE ARCHITECTURE SUSTAINABLE DESIGN PERMITTING SERVICES TRANSPORTATION SERVICES BOHLER Mar 31, 2026 Know what's below.Call before you dig.ALWAYS CALL 811It's fast. It's free. It's the law.KATHERINE ROBERTSLic. No. 040206019303/03/2026NOTE: BERM LOCATION SUBJECT TOCHANGE WITHIN THE LANDSCAPE BUFFERAT TIME OF SITE PLANNOTE: BERM LOCATION SUBJECT TOCHANGE WITHIN THE LANDSCAPE BUFFERAT TIME OF SITE PLANNOTE: BERM LOCATION SUBJECT TOCHANGE WITHIN THE LANDSCAPE BUFFERAT TIME OF SITE PLAN8'8'8'56 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 1 OF 16 October 9, 2025 Equus Capital Partners, LTD 3843 West Chester Pike Newtown Square, PA 19073 Attn: John L. Knott, III VA Technology Park: Environmental Noise Impact Assessment (“ENIA”) Summary Polysonics has been tasked with providing an ENIA, which includes a hypothetical radiated noise contour plot for a proposed data center on a site in Frederick County, VA, known as the VA Technology Park. The ENIA is being submitted to its client, Equus, as part of their application for a rezoning in Frederick County, VA. Per the April 9, 2025 adopted Zoning Ordinance Amendment for Frederick County, VA, the applicant (in this case, Equus) shall submit an Environmental Noise Impact Assessment prepared by a qualified full member of the Acoustical Society of America (ASA), a member of the Institute of Noise Control Engineering (INCE), or a member of the National Council of Acoustical Consultants (NCAC). The purpose of such noise impact assessment, modeled in SoundPlan, CadnaA, or accepted equivalent, shall model anticipated noise levels as a result of facility operation and establish a baseline noise level prior to approval of a rezoning or conditional use permit. Furthermore, the Zoning Ordinance Amendment states that “In the…TM Technology-Manufacturing Park…sound levels at the property line of a development shall not exceed 70 dBA (A-weighting). The enclosed ENIA was produced by Polysonics, whose team members are qualified full members of ASA, INCE and NCAC. See attached for team member qualifications/CV. The ENIA evaluated the sound pressure produced by the proposed data center understanding that the sound pressure must not exceed a level of 70 dB (A-Weighted, dB re 20 µPa) at the property line. The conclusion of the ENIA indicates that with mitigation, including a barrier on the roof, the sound level at the property line can be brought to a level at or below 70 dBA in compliance with the County Zoning Ordinance. The ENIA results also indicate that the rooftop barrier will need to be slightly taller than the tallest piece of noise-radiating equipment on the roof to achieve the necessary mitigation. 57 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 2 OF 16 Data and Discussion To fully develop the ENIA, Polysonics prepared hypothetical radiated noise contour plots for several different situations of a data center on a site in Frederick County, VA, known as the VA Technology Park. Three primary types of machines make noise on sites like this: the chillers, the “mega-packs” (battery devices with cooling fans) and the generators. The site plan and building layout are based on details provided by Equus. See Figures 1 and 2 for details of this layout. Figure 2 includes the number of generators located on the ground level at each building. There are three different building types shown: a 20 Generator, a 24 Generator and a 28 Generator. See Table 1 for the number and type of generators, chillers and mega-packs used for each building type. The chillers and mega-packs were distributed evenly across the roofs of each building and the generators were distributed evenly across the land adjacent to each building in configurations typical of data centers that Polysonics has previously analyzed. Polysonics notes the physical location of these devices are impacted by many – often conflicting – concerns, only one of which is acoustics. The heat transfer environment surrounding this equipment is critical to its proper operation and the more obvious strength of the structure below will also impact the positions of these devices. While the site layout is critical to these radiated noise analyses, the most critical aspect of these analysis can be considered the radiated sound power of the devices themselves. Polysonics has analyzed this site using the Trane ACR 550 Chiller, a generic mega-pack and the Kohler KD2500 60 Hz Generator with the KD62V12A Engine and the Walk-In Level 2 Sound Mitigation package. The sound power data for the chillers and the mega-packs are shown in Table 2. The mega-pack analyzed utilized 6x W3G910LV1203 cooling fans that are the source of the radiated sound power. The mega-pack analyzed was fitted with a silencer to reduce the noise of these fans. The sound power used for the generator is shown in Table 3. Several different situations have been analyzed: Situations A – E. These situations are provided to enable the analysis to portray various scenarios of mechanical equipment operation and barrier mitigation. When a rooftop barrier was implemented into a situation, the barrier was located at least 2 ft. away from all rooftop units and fully encircled the rooftop gear. Please see Figure 3 for a plot of the barrier. Note: the 8 ft barrier was chosen to match the height of the Chiller. Situation A • Level 2 Walk-In Enclosure Gen ON • Chillers ON • Mega-pack ON • NO Rooftop Barrier Situation B • Level 2 Walk-In Enclosure Gen ON • Chillers ON • Mega-pack ON • 10ft Rooftop Barrier 58 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 3 OF 16 Situation C • Level 2 Walk-In Enclosure Gen OFF • Chillers ON • Mega-pack ON • NO Rooftop Barrier Situation D • Level 2 Walk-In Enclosure Gen OFF • Chillers ON • Mega-pack ON • 10ft Rooftop Barrier Situation E • Level 2 Walk-In Enclosure Gen ON • Chillers ON • Mega-pack ON • 8ft Rooftop Barrier Situation F • Level 2 Walk-In Enclosure Gen OFF • Chillers ON • Mega-pack ON • 8ft Rooftop Barrier See Figures 4 – 9, below, for the 1.5 m height contour plots for the various Situations analyzed for Fruit Hill Concept A. These plots demonstrate that standard acoustical mitigation techniques should be successful in enabling a data center in this location to meet local radiated noise code. 59 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 4 OF 16 Conclusions This ENIA shows that with mitigation, including a barrier on each roof, the sound level at the property line can be brought below 70 dBA, in compliance with the County Zoning Ordinance. The ENIA results also indicate that the rooftop barrier will need to be slightly taller than the tallest piece of gear on the roof to achieve the necessary mitigation. These plots demonstrate that standard acoustical mitigation techniques should be successful in enabling a data center in this location to meet the Frederick County noise ordinance. Since many assumptions about the site were made, an additional acoustical analysis of the final design will be necessary to demonstrate final compliance to local noise code. Please let us know if you have any further questions. Sincerely, Polysonics Stephen P. Rittmueller Chief Scientist Abbie Granahan Junior Acoustical Consultant Rob Miller Principal, Acoustics 60 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 5 OF 16 APPENDIX 61 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 6 OF 16 Figure 1. VA Technology Park 62 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 7 OF 16 Figure 2. Layout for Representative Data Center; Number of Generators for Each Structure Shown In Yellow 63 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 8 OF 16 Table 1. HVAC and Electric Gear for Each Building Type. Table 2. Radiated Sound Power for Mega-Pack and Chiller (dB re 1 pW) Table 3. Radiated Sound Power for Generator (dB re 1 pW) 20 Generator Config Num KD2500 Generators 20 Trane ACR550 Chillers 24 MEGA-PACs 72 24 Generator Config Num KD2500 Generators 24 Trane ACR550 Chillers 30 MEGA-PACs 90 28 Generator Config Num KD2500 Generators 28 Trane ACR550 Chillers 36 MEGA-PACs 108 Sound Power (dB re 1pW) HVAC/Electric Gear 63 125 250 500 1000 2000 4000 8000 Overall Trane ACR 550 Chiller (100%)102 104 107 111 110 105 94 87 115.46 MEGA-PAC 93 90 84 75 72 66 58 52 95.18 63 125 250 500 1000 2000 4000 8000 0 115.1 104.7 97.8 96.7 92.4 84.9 78.0 75.2 115.6 45 115.8 108.3 104.6 95.7 90.4 86.1 77.7 71.5 116.8 90 124.7 106.3 105.2 98.3 90.8 84.7 76.1 67.5 124.8 135 114.6 109.2 103.5 95.9 92.7 85.9 78.6 75.5 116.0 180 110.6 107.3 96.3 96.2 91.2 83.8 78.6 77.8 112.5 225 112.5 105.9 98.1 93.4 86.7 83.3 77.6 83.8 113.5 270 120.6 114.2 100.7 87.5 85.7 83.1 83.9 89.1 121.5 315 121.1 106.0 101.5 91.4 88.9 83.5 80.3 84.1 121.3 Sound Power, dB (Z) Measurement Position Octave Band Center Frequency (Hz) Overall Power (dB) 64 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 9 OF 16 Figure 3. Layout Showing General Rooftop Barrier Configuration. 65 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 10 OF 16 Figure 4. Hypothetical Noise Contour for VA Technology Park, Situation A 66 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 11 OF 16 Figure 5. Hypothetical Noise Contour for VA Technology Park, Situation B 67 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 12 OF 16 Figure 6. Hypothetical Noise Contour for VA Technology Park, Situation C 68 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 13 OF 16 Figure 7. Hypothetical Noise Contour for VA Technology Park, Situation D 69 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 14 OF 16 Figure 8. Hypothetical Noise Contour for VA Technology Park, Situation E 70 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 15 OF 16 Figure 9. Hypothetical Noise Contour for VA Technology Park, Situation F 71 POLYSONICS ENVIRONMENTAL NOISE IMPACT ASSESSMENT 9 OCTOBER 2025 VA TECHNOLOGY PARK PAGE 16 OF 16 Stephen P. Rittmueller serves as Polysonics’ Chief Scientist with a background in noise control, acoustical laboratory measurements, consumer electronics and consulting. He holds a BS in Engineering Science and MS in Engineering Mechanics from Iowa State University. Stephen is a Full Member of the Acoustical Society of America (ASA), member of the Institute of Noise Control Engineering (INCE), and an officer of ASTM, serving as sub-committee chair for E33.07. Abigail Granahan is a junior acoustical consultant at Polysonics and is adept at complex modeling of acoustical environments. She holds an Associates of Science from Laurel Ridge Community College and is presently completing studies toward a Bachelors of Science in Mechanical Engineering at Old Dominion University. Rob Miller is the Acoustics Principal at Polysonics having consulted in building acoustics, MEP systems and environmental noise control over 18 years between firms in Seattle, Chicago, and the DC area. He holds a Masters in Acoustics from the Peabody Institute at Johns Hopkins University. Rob is a Full Member of the Acoustical Society of America (ASA), member of the Institute of Noise Control Engineering (INCE), and Individual Principal member of the National Council of Acoustical Consultants (NCAC) where he is also a past board member. 72 PREPARED BY Chris Lloyd Senior Vice President PREPARED FOR Equus Capital Partners, Ltd. Frederick County, VA Data Center Development Report 73 I. Executive Summary Equus Capital Partners, Ltd. (“Equus” or “Applicant”), is a leading private real estate investment fund manager with a 40+ year history of managing a high-quality investment portfolio, through its vertically integrated operating platform, in top tier markets throughout the United States. In the greater Winchester area, Equus has developed over 22.1 million square feet of logistics/industrial space – much of which supports local manufacturing operations – and currently owns and operates over 1.2 million square feet of industrial facilities in the Stonewall Industrial Park, the Graystone Industrial Park and Shady Elm/Apple Valley industrial area. Building on its national development expertise and extensive industry contacts, the Applicant is proposing to develop land totaling approximately 240 acres in northern Frederick County as a top-tier data center campus. Previously proposed as an industrial park, the data center campus will support the creation of high wage jobs with minimal traffic or other adverse impacts on the community. It is anticipated that the project will house a multi-building data center campus used by multiple colocation entities or a single hyperscale user. Data center facilities are especially capital intensive, not only because of the complex electrical and mechanical systems necessary for the operation of the facility, but the servers which house the client data and provide services cost hundreds of millions of dollars. Further, given technology advances, these servers become obsolete very quickly and are thus subject to a frequent refresh cycle – often 4-6 years – where much of the old equipment is replaced by newer equipment. A capital-intensive operation results in significant property taxes for the host community, supporting education, public safety, and other essential public services. In addition, the jobs generated through the operation of the facility provide additional benefits to the community because of the income taxes paid by employees and the sales taxes levied on the purchases made from their wages. These additional benefits can be substantial for a project of the magnitude being considered by the Applicant. As part of the due diligence related to the permitting of the potential data center facilities, the Applicant was asked to provide estimates of the local tax revenue that could be generated through this development. The Applicant and their team of consultants partnered with McGuireWoods Consulting, one of the largest public affairs operations in the country with significant data center experience, to assist with modeling the fiscal impacts of the project. The estimate of that revenue showed that the total tax revenue that the proposed project could generate for Frederick County approaches $237 million over 20 years. 2 74 In addition to the direct property taxes that could be generated by the project, the additional jobs created to run the data center – likely 440 jobs with an average starting salary above $75,000 – will also bring net fiscal benefits to the state and Frederick County. The project will inject over $311 million in wage income into the regional economy over 20 years, adding $41 million to state tax coffers and $2.5 million in local sales tax revenues. II. About McGuireWoods Consulting McGuireWoods Consulting, LLC was formed in 1998 and is the public affairs subsidiary of the McGuireWoods law firm based in Richmond, Virginia. Among the original divisions of McGuireWoods Consulting (MWC) was a team specifically dedicated to site selection and economic development activities, known as the Infrastructure and Economic Development team. That team, which now consists of eight members, has deep state and local economic development experience which has been leveraged to represent hundreds of private sector clients in evaluating various locations for corporate expansion and relocation projects. Among the services provided to MWC’s economic development clients are a thorough analysis of the incentives opportunities available which are tied to new job creation and capital investment activities. To support incentives negotiations with state and local economic development entities, the MWC team routinely performs a fiscal analysis to show the net benefits of a project to a community. It was this experience which was the foundation of the project evaluation. Being based in Virginia, home of the “Data Center Alley” in Loudoun County, the MWC team has had the opportunity to work on a variety of data center focused economic development projects for enterprise and multi-tenant co- location facilities around the country. Thus, our team knows and understands the many facets of data center development and economics. III. Our Team and Key Concepts A. About Equus Capital Partners, Ltd. (“Equus”) Equus develops and builds projects that represent the highest quality in the marketplace. By making connections and gaining a deep understanding of the local landscapes from which they serve, Equus is able to drive growth and prosperity for its investors, customers, team and the communities in which they work. 3 75 Led by a deep and experienced management group and backed by a team with a long track record of careful and timely execution, Equus and their affiliated development entities exemplify the highest level of quality through each of its projects and consistently resets market expectations. B. Definitions of Key Terms To better understand some of the concepts outlined in this report, the following glossary of key terms is provided. Building materials – The literal “sticks and bricks” to build the data center shell exclusive of the mechanical systems to support the servers. Colocation – A data center delivery practice where a developer designs and constructs the data center shell, along with all the supporting electrical and mechanical systems, but the actual servers are installed by third party tenants who place their equipment in the facility. These third parties rent space in the facility to house their equipment and the schedule for full development of the facility is dependent upon how fast the available space is rented. Hyperscaler – One of the large data center operators such as Google, Amazon Web Services, Microsoft, or Meta. Mechanical Systems – Data centers require substantial mechanical systems to handle the power consumed by servers and other data center equipment and to cool the servers. Such mechanical systems are incorporated into the real property but are exempt from the state sales tax because of the essential role they play in supporting data center equipment. Multi-tenant data centers - Data centers operated by colocation companies for the benefit of multiple tenants. They are often referred to as colocation data centers. Real property – The land on which a data center is located and the shell that houses the equipment. Server – Computer equipment consisting of memory and processing semiconductor chips and cabling on which data is stored for access by users. Shell – The building that houses data center equipment. 4 76 IV. Key Project Assumptions Review A. Ramp up/Development Schedule and Assumptions We have built the fiscal model assuming a multi-tenant data center which rents space to third parties to house their server equipment while providing central services (operations, mechanical systems, cooling) for the entire facility. While there are a variety of factors which impact how fast a particular data center fills up, for the size of the facilities being contemplated by Equus, a 12-18 month development cycle is typical. If the data centers were occupied by either a colocation company or a hyperscaler, then the addition of equipment, and thus the fiscal impact, could materialize more quickly. For this proposed development, the team envisions the project developing in four phases over a four-year period. The installation of server equipment would also proceed along a four-year timeline, but to account for full build out, the schedule is slightly slower. The development plan would be as follows: Year Shells Built Shells Equipped 1 2 shells 2 fully equipped shells 2 2 additional shells 2 additional fully equipped shells 3 4 additional shells 2 additional fully equipped shells 4 3 final shells 5 final additional fully equipped shells We have made the following assumptions: • Each shell will consist of approximately 200,000-225,000 sf of server space. • Each shell is likely to have an assessed value of $50 million (growing slightly over time), of which building materials are $20 million. • Each “fully equipped shell” consists of approximately $260-300 million of server equipment. • Server equipment in a fully equipped shell will be completely replaced in the seventh year after the initial installation occurred. This would be a six-year replacement cycle. • Each shell would have 38-42 full time jobs with an average starting salary of approximately $75,000 that then increases 2.5% per year. • The average effective state income tax rate for these positions is 4%. • Of the income attributable to each employee, one third is spent on items subject to the state and local sales tax, with 4.3% going to the Commonwealth of Virginia and 1% attributable to employee spending in Frederick County. 5 77 To be especially conservative, we have not assumed: • Increases in server costs over the 20-year time horizon (3 refresh cycles). There is some counterbalance to the investment estimates since not all equipment will be replaced every 6 years (certain equipment are more long lived). • Indirect or induced impacts, though they typically double the amount of impact. B. Local Property Tax Rate Assumptions The real property for the project will be taxed at the same rate as all other real property in the county. For purposes of this analysis, we have assumed the current tax rate of $0.48/$100 of assessed value over the 20-year estimate. Virginia law provides that localities can adopt a lower personal property tax rate on data center equipment than applies to other personal property in the county. For purposes of this analysis, we have assumed the current data center equipment tax rate of $1.25/$100 of value over the 20-year estimate. V. Key Findings To highlight the scale and significance of the proposed development, the following figures summarize the projected local and state benefits over a 20-year period: This estimated fiscal impact resulting from data center development is significantly more than what other alternative uses would generate for the county. For example, a warehouse/distribution park at 2 million square feet at full development would likely generate about $800,000 per year. While the project may have more jobs, those positions would be at lower wages, so the income and sales tax impacts compared to a data center development, would also be less. VI. Variables that Could Impact Revenue As previously noted, the fiscal model relied on various financial and development timeline assumptions related to the construction of the project and deployment of the data center equipment. Those assumptions, however, could also be impacted by a variety of other site development and external factors that could slow or otherwise impact the fiscal forecast. 6 $237 Million Local Tax Revenue From taxes on real estate and equipment – funding schools, safety, and public services. 440 Jobs High-Wage Employment Permanent roles averaging $75K+ – expanding local high-wage skilled job opportunities. $311 Million Wage Impact Total employee income – boosting the local economy through spending, taxes, and community reinvestment. 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 Real Estate Taxes Paid for Tax Year 2025 Map Number: 33 9 1A Account#: 8038427 Dept#Ticket#Seq#Owner Name Bill Date Description Tax Paid RE2025 11575 1 DTS LC 4/15/2025 .30 $6.48 RE2025 11575 2 DTS LC 4/15/2025 .30 $6.48 Total Paid: $12.96 This amount represents payments applied during calendar year 2025 and does not include Penalty, Interest or Credit Card Fees. Close this Window Print This Page COUNTY OF FREDERICK P.O. BOX 225 WINCHESTER, VA 22604-0225 C. WILLIAM ORNDOFF, JR 4/6/26, 10:23 AM Frederick County Taxes Paid https://fctaxes.co.frederick.va.us/Applications/TR_PayTaxes/PrintYearlyTaxes.aspx 1/1133 Real Estate Taxes Paid for Tax Year 2025 Map Number: 33 A 89 Account#: 8006465 Dept#Ticket#Seq#Owner Name Bill Date Description Tax Paid RE2025 11573 1 DTS LC 4/15/2025 106.79 ACRES $659.52 RE2025 11573 2 DTS LC 4/15/2025 106.79 ACRES $659.52 Total Paid: $1,319.04 This amount represents payments applied during calendar year 2025 and does not include Penalty, Interest or Credit Card Fees. Close this Window Print This Page COUNTY OF FREDERICK P.O. BOX 225 WINCHESTER, VA 22604-0225 C. WILLIAM ORNDOFF, JR 4/6/26, 10:25 AM Frederick County Taxes Paid https://fctaxes.co.frederick.va.us/Applications/TR_PayTaxes/PrintYearlyTaxes.aspx 1/1134 Real Estate Taxes Paid for Tax Year 2025 Map Number: 33 A 90 Account#: 8006466 Dept#Ticket#Seq#Owner Name Bill Date Description Tax Paid RE2025 11574 1 DTS LC 4/15/2025 112.97 ACRES $966.24 RE2025 11574 2 DTS LC 4/15/2025 112.97 ACRES $966.24 Total Paid: $1,932.48 This amount represents payments applied during calendar year 2025 and does not include Penalty, Interest or Credit Card Fees. Close this Window Print This Page COUNTY OF FREDERICK P.O. BOX 225 WINCHESTER, VA 22604-0225 C. WILLIAM ORNDOFF, JR 4/6/26, 10:25 AM Frederick County Taxes Paid https://fctaxes.co.frederick.va.us/Applications/TR_PayTaxes/PrintYearlyTaxes.aspx 1/1135 June 2025 VIRGINIA TECHNOLOGY PARK Frederick County, VA 136 Virginia Technology Park Frederick County, VA Prepared for: Equus Capital Partners, Ltd. 3843 West Chester Pike Newtown Square, PA 19073 Prepared by: Kittelson & Associates, Inc. 11480 Commerce Park Drive, Suite 230 Reston, VA 20191 703.885.8970 Project Manager: Andrew Butsick, PE, RSP1 Senior Engineer Project Principal: Chris Tiesler, PE, PTOE Senior Principal Engineer Project Number 31757 June 2025 Andrew Butsick No. 0402058797 Kittelson & Associates, Inc. Traffic Engineer 137 CONTENTS Executive Summary ................................................................................................................................... 1 Recommendations ................................................................................................................................ 4 Introduction ................................................................................................................................................. 6 Existing Conditions ................................................................................................................................ 11 Transportation Impact Analysis ........................................................................................................ 22 Year 2031 Background Traffic Conditions ................................................................................ 22 Year 2031 Total Traffic Conditions .............................................................................................. 29 Turn Lane Analysis ............................................................................................................................. 40 Access Management Evaluation ................................................................................................... 42 Conclusions and Recommendations .............................................................................................. 45 Recommendations ............................................................................................................................. 47 References ................................................................................................................................................. 48 138 June 2025 Virginia Technology Park List of Figures Kittelson & Associates, Inc. ii LIST OF FIGURES Figure 1. Site Vicinity Map ................................................................................................................................................................ 7 Figure 2. Conceptual Site Plan ........................................................................................................................................................ 8 Figure 3. Zoning Map ......................................................................................................................................................................... 9 Figure 4. Existing Lane Configurations and Traffic Control Devices .............................................................................. 12 Figure 5. Existing Traffic Conditions – Weekday AM and Weekday PM Peak Hours ............................................. 14 Figure 6. Existing Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ....................... 15 Figure 7. Proposed Lane Configuration – US 11/Rest Church Road – Existing Conditions Mitigation ........... 18 Figure 8. Converting Eastbound Through Lane to Shared Left-Through – US 11/Rest Church Road ............. 20 Figure 9. Year 2031 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours ............... 24 Figure 10. Year 2031 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ...................................................................................................................................................................................................... 25 Figure 11. Year 2031 Total Traffic Assumed Lane Configurations and Traffic Control Devices ......................... 31 Figure 12. Estimated Trip Distribution Pattern ...................................................................................................................... 32 Figure 13. Site-Generated Trips ................................................................................................................................................... 33 Figure 14. Reassignment of Existing Trips on Southern Portion of Zachary Ann Lane to Technology Park Road. ....................................................................................................................................................................................................... 34 Figure 15. Year 2031 Total Traffic Conditions – Weekday AM and Weekday PM Peak Hours ........................... 35 Figure 16. Year 2031 Total Traffic Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ...................................................................................................................................................................................................... 36 Figure 17. Right-Turn Lane Warrant Analysis – Rest Church Road/Technology Park Road (#5) ....................... 40 Figure 18. Left-Turn Lane Warrant Analysis – Rest Church Road/Technology Park Road (#5) .......................... 41 Figure 19. Access Management Evaluation............................................................................................................................. 43 139 June 2025 Virginia Technology Park List of Tables Kittelson & Associates, Inc. iii LIST OF TABLES Table 1. Existing Transportation Facilities and Roadway Designations ....................................................................... 11 Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection ............................................................................................................................. 16 Table 3. Existing Conditions – Mitigation Strategy – Eastbound Shared Left-Through Lane at US 11/Rest Church Road ........................................................................................................................................................................................ 19 Table 4. Year 2031 Background Traffic Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection .................................................................................... 26 Table 5. Year 2031 Background Traffic Conditions – Mitigation Strategy – Eastbound Shared Left-Through Lane at US 11/Rest Church Road ................................................................................................................................................ 28 Table 6. Estimated Trip Generation ............................................................................................................................................ 29 Table 7. 2031 Total Traffic Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection .................................................................................................... 37 Table 8. Year 2031 Total Traffic Conditions – Mitigation Strategy – Eastbound Shared Left-Through Lane at US 11/Rest Church Road ................................................................................................................................................................ 39 Table 9. Eastbound Volumes – Rest Church Road/Technology Park Road (#5) – Weekday AM and PM Peak Hours ...................................................................................................................................................................................................... 40 Table 10. Westbound Volumes – Rest Church Road/Technology Park Road (#5) – Weekday AM and PM Peak Hours ........................................................................................................................................................................................... 41 APPENDICES Appendix A Scoping Letter Appendix B May 2025 Turning Movement Counts Appendix C Level of Service Description Appendix D Existing Traffic Conditions Worksheets Appendix E Existing Traffic Conditions Worksheets - Mitigation Appendix F In-Process Development Trips Appendix G 2031 Background Traffic Conditions Worksheets Appendix H 2031 Background Traffic Conditions Worksheets - Mitigation Appendix I 2031 Total Traffic Conditions Worksheets Appendix J 2031 Total Traffic Conditions Worksheets: Mitigation 140 Executive Summary 141 June 2025 Virginia Technology Park Executive Summary Kittelson & Associates, Inc. Page 1 Executive Summary A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed Virginia Technology Park, in fulfillment of Frederick County’s and Virginia Department of Transportation’s (VDOT) requirements for traffic impact studies. The scope of the project analysis was developed in collaboration with County and VDOT staff. Specifically, this analysis includes: ◼ Year 2025 existing land use and transportation system conditions within the site vicinity; ◼ Forecast year 2031 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods including in-process/approved developments and regional growth; ◼ Trip generation and distribution estimates for the proposed development; ◼ Forecast year 2031 total traffic conditions based on build out of the development including queuing and turn lane analyses; ◼ Turn lane evaluations at site entrance to Rest Church Road; ◼ Access management evaluation; and, ◼ Conclusions and recommendations. Based on the results of the transportation impact analysis, the transportation system can accommodate full build-out of the proposed development with the noted recommendations. The findings of this analysis and our recommendations are discussed below. Existing Conditions ◼ All intersections currently operate at LOS D or better with queues stored within existing lanes with the following exception: o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane approximately 11 percent of the time during the weekday p.m. peak hour. ▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not anticipated to fully prevent the spill back of eastbound left-turn movements at the US 11/Rest Church Road intersection. ▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left-turn movement through conversion of the existing eastbound through lane to a shared left/through lane. This would also require: • Restriping of the eastbound approach lanes • Conversion of the Rest Church Road approaches to operate under “split” signal phasing 142 June 2025 Virginia Technology Park Executive Summary Kittelson & Associates, Inc. Page 2 • Replacing the existing three-section signal head for the eastbound through lane with a four-section head (three ball indicators and one green left-turn arrow indicator) • Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. • Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. ▪ If implemented, the eastbound queues would be anticipated to be contained within the existing lane storage. Minimal impacts are anticipated at adjacent intersections due to the conversion of the Rest Church Road approaches to split- phased at the US 11/Rest Church Road intersection. 2031 Background (Pre-Build-Out) Traffic Conditions ◼ A 1.0 percent annual growth rate was applied to traffic volumes on public roadways account for near-term regional traffic growth. ◼ Four in-process developments were identified at the time of scoping for build -out by 2031: o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection o Parcel 33-9-4 – 8,810 square feet of warehousing development to the south of the site along the existing Zachary Ann Lane. This parcel would access Rest Church Road via Techology Center Road after build-out of the proposed Virginia Techology Park development. o Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development. ◼ No new transportation improvements were identified to be completed by the build -out year of 2031 within the study area. ◼ Under year 2031 background traffic conditions (pre-build-out), study intersections are anticipated to continue to operate at LOS D or better with queues contained within the existing storage with the following exception: o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues are projected to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection for approximately 25 percent of the weekday p.m. peak hour. 143 June 2025 Virginia Technology Park Executive Summary Kittelson & Associates, Inc. Page 3 ▪ Converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. 2031 Total (Post-Build-Out)Traffic Conditions ◼ The proposed Virginia Technology Park development consists of eleven data center buildings totaling to 2,350,000 square feet across two campuses. The development also includes three substations and 24,000 square feet of office/administration buildings that directly support the data center operations (i.e., the same end user). ◼ Access to the site is proposed via a new roadway (Technology Park Road), which would connect to the southern portion of the existing Zachary Ann Lane. Technology Park Road would serve all trips to the proposed site and parcels south of the site on Zachary Ann Lane. ◼ All access to the Pilot/Flying J Travel Center would remain in their current locations with egress from the current alignment of Zachary Ann Lane being restricted to right-out only through the addition of a channelizing island to reinforce the truck restri ctions to the west on Rest Church Road. ◼ The development is estimated to generate approximately 1,763 weekday daily trips, 212 weekday a.m. (117 in, 95 out), and 71 weekday p.m. (21 in, 50 out) peak hour trips when built out in year 2031. ◼ Under year 2031 total traffic conditions (post-build-out), critical movements at study intersections are anticipated to continue to operate at LOS D or better with queues contained within the existing/proposed storage with the following exception: o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues are projected to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection for a portion of the weekday p.m. peak hour. ▪ The site is not anticipated to add any trips to this movement during the weekday p.m. peak hour. ▪ Similar to existing and year 2031 background traffic conditions, converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. Turn Lane Warrant Evaluation ◼ An evaluation of VDOT left- and right-turn lane warrants for two-lane roadways illustrated turn lanes are not forecast to be warranted on Rest Church Road at the proposed Technology Park Road under year 2031 total traffic conditions. 144 June 2025 Virginia Technology Park Executive Summary Kittelson & Associates, Inc. Page 4 Access Management Evaluation ◼ An evaluation of the proposed location of Technology Park Road was performed with respect to VDOT’s Access Management policies. Based on the minimum spacing standards in Appendix F of VDOT’s Road Design Manual (RDM), the proposed location of Technology Park Road exceeds spacing requirements from adjacent intersections, commercial entrances, and interchanges. RECOMMENDATIONS Based on the projected traffic operations within the study area, the following improvements are recommended for future consideration by VDOT and Frederick County: ◼ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church Road and roadway improvements to US 11 will be required, including converting the Rest Church Road approaches at US 11 to split phasing. o The need for this mitigation strategy is shown to be warranted under existing conditions. The site-related trips added to the network at this intersection represent less than 0.7 percent of the total entering vehicles upon build-out in year 2031. 145 Introduction 146 June 2025 Virginia Technology Park Introduction Kittelson & Associates, Inc. Page 6 Introduction Kittelson and Associates, Inc. (Kittelson) prepared this report to document analysis methodologies and assumptions with regard to the proposed Virginia Technology Park located in the southwest quadrant of the Route 669 (Rest Church Road)/Zachary Ann Lane intersection in Frederick County, Virginia. The proposed site, shown in Figure 1, consists of 2,350,000 square feet of data center buildings across two campuses, three power substations, and 24,000 square feet of office and administration buildings associated with the data center buildings. The office and administration buildings directly serve the data center buildings and have the same end user. The Applicant is proposing construct the new major collector road identified in the Frederick County Comprehensive Plan (Reference 1) through the site, ultimately connecting to the existing portion of Zachary Ann Lane to the south of the site. This new major collector (hereby referred to as Technology Park Road) would provide access to Rest Church Road for all site access point and for all parcels to the south of the site along the existing Zachary Ann Lane. The existing portion of Zachary Ann Lane on the north end of the site will be terminated in a cul-de-sac and will continue to provide access to the Pilot/Flying-J Travel Center via the Rest Church Road/Zachary Ann Lane intersection. A channelizing island is proposed on the northbound approach to the Rest Church Road/Zachary Ann Lane intersection to reinforce the truck restrictions to the west on Rest Church Road. As such, a ccess to the Pilot/Flying-J Travel Center will remain unchanged under the proposed configuration. Figure 2 shows a preliminary conceptual site plan. The development is proposed to be built out by Year 2031. The general topography for the study site can best be described as level to rolling -hill type terrain. Figure 3 illustrates the current zoning map for Frederick County (Reference 2). The parcel on which the proposed Virginia Technology Park development is located is currently zoned as Rural Area (RA). This analysis determines the transportation related impacts associated with the proposed development and was prepared in accordance with Frederick County and Virginia Department of Transportation (VDOT) requirements for traffic impact studies. The study intersections, time periods for analysis, and scope of this project were selected after County and VDOT staff were consulted. A scoping letter provided for this project is provided in Appendix A. A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed development. Specifically, this analysis includes: ◼ Year 2025 existing land use and transportation system conditions within the site vicinity; ◼ Forecast year 2031 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods including in-process/approved developments and regional growth; ◼ Trip generation and distribution estimates for the proposed development; ◼ Forecast year 2031 total traffic conditions based on build out of the development including queuing and turn lane analyses; ◼ Turn lane evaluations at site entrance to Rest Church Road; ◼ Access management evaluation; and, ◼ Conclusions and recommendations. 147 SITE 50 522 50 11 81 81 11 37 522 259 7 - Study Intersections## N C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 3:59pm - abutsick Layout Tab: 01Site Vicnity Map Frederick County, VA 1 Virginia Technology Park June 2025 Figure FREDERICK COUNTY, VA SITE - Future Study Intersections 669 REST C H U R C H R D MACBE T H L N PROPOSED TECHNOLOGY PARK RD 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNSTAYMAN DRRUEBUCK RD V I R G I N I AWE S T V I R G I N I A 148 H:\31\31757 - Fruit Hill Development\design\_Models\31757_ReportFigs.dwg Jun 19, 2025 - 8:29am - abutsick Layout Tab: 02 2FIGUREVirginia Technology ParkJune 2025Conceptual Site PlanProvided by Bohler Engineering (June 2025)Frederick County, VA149 NC:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:00pm - abutsick Layout Tab: 03 Zoning MapObtained from Frederick County, VAFrederick County, VA3Virginia Technology ParkJune 2025FigureSITE150 Existing Conditions 151 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 11 Existing Conditions The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. These conditions will be compared with future conditions later in this report. Kittelson staff visited and inventoried the proposed Virginia Technology Park development site and surrounding study area in May 2025. At that time, Kittelson collected information regarding site conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area. Transportation Facilities Table 1 summarizes the primary transportation facilities in the site vicinity. Figure 4 shows the existing lane configurations and traffic control devices at the study intersections. Table 1. Existing Transportation Facilities and Roadway Designations Roadway Classification1 Number of Lanes Speed Limit (mph) Median Side- walks Bicycle Lanes On- Street Parking Surface US 11 (Martinsburg Pike) Major Collector 4 lanes 45 No Partial2 No No Paved I-81 SB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved I-81 NB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved Route 669 (Rest Church Road) Local 2 lanes 35/454 No No No No Paved Zachary Ann Lane Local 2 lanes Not posted No No No No Paved 1Classifications based on VDOT’s Pathways for Planning Portal (Reference 3). 2Sidewalk on east side of US 11 north of Rest Church Road only. 3Advisory speed. 445 miles-per-hour west of proposed Technology Park Road. PEDESTRIAN AND BICYCLE FACILITIES Field observations taken in the site vicinity revealed low levels of pedestrian and bicycle activity along the study area roadways during most hours of the day. No sidewalks were present within the site vicinity except for a short segment of sidewalk along the commercial property on US 11 north of Rest Church Road. The only signalized pedestrian crossing within the study area is the across the east leg at the US 11/Rest Church Road intersection. TRANSIT FACILITIES No fixed route transit service is provided in the vicinity of the site. 152 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:00pm - abutsick Layout Tab: 04Existing Lane Configurations and Traffic Control Devices Frederick County, VA 4 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 V I R G I N I AWE S T V I R G I N I A - STOP SIGN - TRAFFIC SIGNAL 1 2 3 4 153 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 13 Existing Traffic Volumes and Peak Hour Operations Turning movement counts were obtained at the study intersections in May 2025. The counts were conducted during typical weekday morning (6:00 to 9:00 AM) and weekday evening (4:00 to 7:00 PM) time periods when school was in session and no extreme weather occurred. Appendix B contains the turning movement counts collected. Consistent with scoping requirements, operational analyses were performed at the following intersections: 1. Rest Church Road/Zachary Ann Lane 2. Rest Church Road/I-81 Southbound Ramps 3. Rest Church Road/I-81 Northbound Ramps 4. US 11 (Martinsburg Pike)/Rest Church Road The most recent signal timing data for the Rest Church Road corridor was obtained from VDOT at the time the turning-movement counts were collected. Current Levels of Service and Volume-to-Capacity Ratios All level of service (LOS) analyses described in this report were performed in accordance with the procedures stated in the Highway Capacity Manual, 6th Edition (HCM6 - Reference 4)1. A description of level of service and the criteria by which they are determined is presented in Appendix C. This analysis is based on the system hourly peak during each of the study periods to evaluate intersection levels-of-service. The weekday a.m. and weekday p.m. peak hours were found to occur from 7:00 a.m. to 8:00 a.m. and 5:00 p.m. to 6:00 p.m., respectively. Traffic operations were evaluated using Synchro 11 and SimTraffic in accordance with VDOT’s Traffic Operations and Safety Analysis Manual v2.0 (TOSAM – Reference 5). At several signalized study intersections, the deterministic Synchro model was unable to accurately estimate the 95th percentile queue lengths (i.e., where 95th percentile volumes exceed capacity). As such, SimTraffic software was used to derive the maximum queues. All parameters of the SimTraffic queueing analysis were evaluated in accordance with Section 7.6 of VDOT’s TOSAM. Using VDOT’s Sample Size Determination Tool 2.0, it was determined four (4) microsimulation runs were needed in the weekday a.m. and weekday p.m. peak periods. To ensure accuracy and confidence in the results, fifteen (15) microsimulation runs were performed for each scenario. Figure 5 shows the overall intersection operational results of the existing traffic operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 6 shows the lane group LOS. Table 2 summarizes the Synchro 11 peak hour levels of service, SimTraffic maximum back of queue, and delay for each lane group by intersection. Appendix D contains the existing conditions level of service worksheets. 1The current lane configuration on the northbound approach of the Rest Church Road/I-81 Northbound Ramps intersection does not comply with the National Electrical Manufacturers Association (NEMA) phasing. As such, HCM 2000 outputs are reported for signalized intersections. 154 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:00pm - abutsick Layout Tab: 05Existing Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 5 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 1 2 3 4 576838020937575 75 66 13 88 39 LOS=C Del=26.5 V/C=0.35 5610669110 419 101 LOS=B Del=15.6 V/C=0.2868187111 140 357 118 LOS=C Del=30.6 V/C=0.42 09596 2 21 53 CM=NB LOS=B Del=10.5 V/C=0.13 823131045166189318 125 58 14 82 88 LOS=D Del=38.8 V/C=0.66 8833797164 253 100 LOS=B Del=16.8 V/C=0.31107177154 83 177 164 LOS=C Del=20.6 V/C=0.30 18891 1 3 90 CM=NB LOS=B Del=10.4 V/C=0.13 155 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:00pm - abutsick Layout Tab: 06Existing Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 6 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE DDC C CA ACB A BA CC A CA D CCD CDCCCB C CA BCB A BA DC A CB C CDE CDC 156 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 16 Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL - A 52 7.9 A 8 7.4 WBT - - 0 0.0 - 0 0.0 WB Approach - - 2.2 - - 0.2 NB NBLR - B 130 10.5 B 116 10.4 NB Approach B - 10.5 B - 10.4 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 133 19.3 B 131 13.8 EB Approach B - 19.3 B - 13.8 WB WBL - D 309 46.9 C 201 29.6 WBT - A 97 3.2 A 142 6.8 WB Approach C - 36.1 B - 18.6 SB SBLT - C 112 33.5 C 145 34.5 SBR 640’ C 96 31.6 C 90 30.7 SB Approach C - 32.4 C - 33.0 Overall C - 30.6 C - 20.6 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 143 8.3 A 136 10.0 EBT - A 71 6.9 A 96 8.7 EB Approach A - 7.4 A - 9.2 WB WBT - B 179 12.2 A 123 9.7 WBR - B 70 19.4 A 86 4.2 WB Approach B - 13.6 A - 8.1 NB NBLTR - C 199 32.8 C 334 31.2 NBR 480’ C 129 29.2 C 288 27.8 NB Approach C - 30.8 C - 28.8 Overall B - 15.6 B - 16.8 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 124 32.0 D 225 52.4 EBTR - B 102 15.2 B 198 12.7 EB Approach C - 21.0 D - 37.9 WB WBL 250’ E 42 56.9 D 49 54.3 WBT - C 91 278.9 C 103 27.4 WBR - C 49 27.1 C 84 26.9 WB Approach C - 30.3 C - 29.2 NB NBL 150’ D 112 35.5 C 149 34.0 NBT - C 94 22.3 D 270 51.0 NBR 280’ C 14 20.8 C 21 25.4 NB Approach C - 28.1 D - 46.9 SB SBL 240’ D 112 39.3 D 84 38.7 SBT - C 162 27.1 D 158 42.2 SBR 290’ C 144 24.5 C 74 30.6 SB Approach C - 27.1 D - 36.3 Overall C - 26.5 D - 38.8 1 Maximum queues reported from SimTraffic due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections. 157 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 17 The existing maximum queues on the northbound approach of the Rest Church Road/I-81 Northbound Ramps intersection (Study Intersection #3) reported from SimTraffic are notably longer than observed in the field. A review of the SimTraffic model illustrated a majority of the northbound right -turning traffic from the off-ramp ultimately destined for US 11 northbound stacked in the shared left-through-right lane on the off-ramp. However, field observations showed a majority of the northbound right-turns from the off-ramp used the exclusive right-turn lane (often immediately cutting across three lanes to reach the left- turn lane onto US 11 northbound from Rest Church Road). To help “encourage” more vehicles turning left onto US 11 to utilize the exclusive right-turn lane on the off-ramp, the default “Mandatory Distance” and “Positioning Distance” parameters were reduced in the Simulation Settings. By lowering this value to less than the link length between I-81 and US 11, vehicles are able to make last minute lane changes to cut into the left-turn lane on Rest Church Road to US 11 northbound. Even with these adjustments, however, a considerable amount of northbound off-ramp traffic destined for US 11 northbound continues to stack in the shared left-through-right lane in the SimTraffic model. This likely results in inflated queueing estimates for northbound off-ramp, which are reflected in Table 2. As the queuing results of the model are reviewed, this should be considered as a potential limitation of the model. As shown, all study intersections operate at LOS D or better during the weekday a.m. and weekday p.m. peak hours with queues contained within existing storage with the following exception: US 11/REST CHURCH ROAD (#4) The eastbound left-turn operates at LOS E with queues spilling back to the adjacent Rest Church Road/I - 81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane (i.e., Upstream Block Time) approximately 11 percent of the time during the weekday p.m. peak hour. POTENTIAL MITIGATION To alleviate the potential queue spill back and delays on the eastbound approach of the US 11/Rest Church Road intersection, potential modifications to existing signal timing were considered to better accommodate demand on the eastbound approach. However, previous efforts illustrated signal re-timing alone (either to adjustments to cycle lengths and/or individual phase splits) is insufficient to alleviate the queue spillback without noticeable impacts to operations along US 11 (Reference 6). Given the existing 6-lane, undivided cross-section of Rest Church Road between the I-81 Northbound Ramps and US 11, adding storage capacity through an additional eastbound left-turn lane would require widening of the travelled way. This would potentially have substantial impacts to the existing gasoline station in the southwest quadrant of the US 11/Rest Church Road intersection and/or the church in the northwest quadrant. It would also potentially affect the lane alignment with the bridge over I-81 to the west (i.e., potential impacts to signal poles/head locations and/or widening of the bridge). To prevent queue spillback during the weekday p.m. peak hour within the existing cross-section on Rest Church Road, capacity can be added by converting the existing eastbound through lane to a shared left - through lane. This change to the existing eastbound lane configuration would require several improvements: 158 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 18 ◼ Restriping of the eastbound approach lanes ◼ Conversion of the Rest Church Road approaches to operate under “split” signal phasing ◼ Replacing the existing three-section signal head for the eastbound through lane with a four- section head (three ball indicators and one green left-turn arrow indicator) ◼ Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. a. If US 11 is not widened, the second eastbound left -turn lane at the US 11/Rest Church Road intersection would flow into a right-turn trap lane into the commercial property. ◼ Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. Figure 7 illustrates the proposed lane configuration at the US 11/Rest Church Road intersection under this configuration. Figure 7. Proposed Lane Configuration – US 11/Rest Church Road – Existing Conditions Mitigation Table 3 illustrates anticipated operations of US 11/Rest Church Road after converting the eastbound through lane to a shared left-through lane and adjusting the Rest Church Road approaches to operate under split phasing. As shown, the eastbound queues are anticipated to contained within the existing lane storage (upstream blockage reduced to zero percent in SimTraffic). Minimal impacts are anticipated at adjacent intersections due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. Figure 8 illustrates the anticipated extents of these improvements. Appendix E contains the mitigated existing conditions level of service worksheets. It should also be noted this proposed lane configuration helps address some of the limitations of the SimTraffic model with respect to the northbound off-ramp from I-81. With two left-turning lanes from Rest Church Road onto US 11 northbound, vehicles from the northbound off-ramp can access one of the left-turn lanes on Rest Church Road from either lane on the off-ramp. This is reflected in the reduced forecast queues on the northbound off-ramp (Study Intersection #3) relative to existing conditions. 159 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 19 Table 3. Existing Conditions – Mitigation Strategy – Eastbound Shared Left-Through Lane at US 11/Rest Church Road Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 126 13.8 EB Approach B - 13.8 WB WBL - C 211 33.4 WBT - A 111 5.6 WB Approach C - 20.0 SB SBLT - C 148 34.7 SBR 640’ C 88 30.8 SB Approach C - 33.1 Overall C - 21.3 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 147 9.8 EBT - A 100 8.5 EB Approach A - 8.9 WB WBT - B 126 15.3 WBR - B 78 14.5 WB Approach B - 15.1 NB NBLTR - C 292 31.2 NBR 480’ C 245 27.8 NB Approach C - 28.8 Overall B - 19.1 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 188 35.7 EBTR - C 161 32.2 EB Approach C - 33.3 WB WBL 250’ C 36 34.1 WBT - D 104 35.1 WBR - C 67 33.9 WB Approach C - 34.5 NB NBL 150’ D 148 35.9 NBT - C 258 23.0 NBR 280’ B 21 17.0 NB Approach C - 25.4 SB SBL 240’ D 78 41.1 SBT - C 136 23.2 SBR 290’ C 74 21.1 SB Approach C - 24.2 Overall C - 28.9 1Maximum queues from SimTraffic reported for consistency with other operational summaries. 160 C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:00pm - abutsick Layout Tab: 08Converting Eastbound Through Lane to Shared Left-Through US 11/Rest Church Road Frederick County, VA 8 Virginia Technology Park June 2025 Figure N11 495' MIN RE-STRIPE EASTBOUND APPROACH BEGIN LANE DROP AFTER COMMERCIAL DRIVEWAY RE-STRIPE EXISTING RIGHT-TURN LANE AS THROUGH LANE 100' 200' TAPER WIDEN US 11 TO DEVELOP RIGHT-TURN LANE ADJUST SIDEWALK TO REDEVELOP BUFFER REPLACE EXISTING 3-SECTION HEAD WITH 4-SECTION HEAD FOR SHARED LEFT-THROUGH LANE REST C H U R C H R D 81 0 Scale: 1" = 150' 15015075 161 June 2025 Virginia Technology Park Existing Conditions Kittelson & Associates, Inc. Page 21 Traffic Impact Analysis 162 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 22 Transportation Impact Analysis The transportation impact analysis identifies how the study area’s transportation system will operate through total build out of the project. The Virginia Technology Park development is anticipated to be constructed and built by 2031. Traffic impacts of the proposed Virginia Technology Park development during the typical weekday a.m. and weekday p.m. peak hours were examined as follows: • Year 2031 background traffic conditions were developed by: o Applying a 1.0 percent compound annual growth rate to year 2025 traffic volumes on public roadways. o Adding trips associated with in-process developments to the study intersections. • Year 2031 background (pre-build-out) weekday a.m. and weekday p.m. peak hour traffic conditions were analyzed at each of the study intersections. • Site-generated trips were estimated for the proposed site plan. • Site trip distribution patterns identified and confirmed through the scoping process were derived from existing traffic patterns and major trip origins and destinations in the study area. • Year 2031 total traffic conditions were analyzed at each of the study intersections and site-access driveways during the weekday a.m. and weekday p.m. peak hours. YEAR 2031 BACKGROUND TRAFFIC CONDITIONS In the 2031 background analysis, traffic operations prior to build-out of the proposed development are analyzed for the purposes of establishing a baseline against which to measure the specific impacts of the proposed development. Background growth in traffic volumes is attributed to regional growth in the area as well as any specific development within the study area. These components of growth are discussed below. REGIONAL GROWTH A 1.0 percent annual growth rate along public roadways was identified and confirmed through the scoping process to account for near-term regional traffic growth. This growth rate was compounded annually to forecast year 2031 background traffic volumes. IN-PROCESS DEVELOPMENTS Four in-process developments were identified at the time of scoping for build -out by 2031: ◼ Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection ◼ Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection ◼ Parcel 33-9-4 – 8,810 square feet of warehousing development to the south of the site along the existing Zachary Ann Lane. This parcel would access Rest Church Road via Techology Center Road after build-out of the proposed Virginia Techology Park development. 163 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 23 ◼ Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development. Trips to and from the in-process developments were assigned based on the assumptions made in previous and on-going traffic impact analyses for other developments (including the January 2019 Whitehall Commerce Center study). Appendix F contains the assumed trip generation and trip assignment for the in-process trips at study intersections. Trip generation for the in-process trips were developed using the standard reference Trip Generation, 11th Edition (Reference 7) published by the Institute of Transportation Engineers (ITE). PLANNED TRANSPORTATION IMPROVEMENTS No new transportation improvements were identified to be completed by the build -out year of 2031 within the study area at the time of scoping. 2031 Background Traffic Conditions Traffic volumes under year 2031 background traffic conditions were developed by adding both the 1.0 percent compound annual growth rate and the in-process development trips to the existing traffic volumes. Figure 9 shows the overall intersection operational results of the year 2031 background traffic operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 10 shows the lane group LOS. Table 4 summarizes the peak hour levels of service, SimTraffic maximum back of queue, and delay for each lane group by intersection. Appendix G contains the 2031 background traffic operational analysis worksheets. 164 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 09Year 2031 Background Traffic Operations Weekday AM & PM Peak Hours Frederick County, VA 9 Virginia Technology Park June 2025 Figure 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 WEEKDAY PMWEEKDAY AM2 WEEKDAY PMWEEKDAY AM3 WEEKDAY PMWEEKDAY AM4 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 7276896231398103 159 143 16 120 42 LOS=C Del=25.7 V/C=0.44 5919573210 465 125 LOS=B Del=15.3 V/C=0.31154193129 149 397 127 LOS=C Del=33.1 V/C=0.53 1493461250174201393 144 73 23 209 102 LOS=D Del=42.9 V/C=0.88 93395104 215 366 193 LOS=B Del=16.1 V/C=0.34151182168 89 275 184 LOS=C Del=26.0 V/C=0.42 195101 1 3 106 CM=NB LOS=B Del=10.6 V/C=0.140101113 2 23 58 CM=NB LOS=B Del=10.7 V/C=0.14 165 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 10Year 2031 Background Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 10 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE EDC C CB BCB B BA DC A CA E CDD CDCCCB C CA BCC A BA DC A CB C CDE CDC 166 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 26 Table 4. Year 2031 Background Traffic Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop- Controlled EB EBT - - 0 0.0 - 8 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL - A 45 7.9 A 4 7.4 WBT - A 0 0.0 - 0 0.0 WB Approach - - 2.3 - - 0.2 NB NBLR - B 129 10.7 B 102 10.6 NB Approach B - 10.7 B - 10.6 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 198 23.3 B 137 19.1 EB Approach C - 23.3 B - 19.1 WB WBL - D 356 50.0 D 312 36.6 WBT - A 115 4.6 B 199 14.5 WB Approach C - 39.0 C - 27.7 SB SBLT - C 186 33.6 C 176 31.5 SBR 640’ C 110 28.4 C 100 27.5 SB Approach C - 31.7 C - 30.1 Overall C - 33.1 C - 26.0 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - A 154 9.2 B 180 11.4 EBT - A 126 8.4 A 118 9.9 EB Approach A - 8.6 B - 10.4 WB WBT - B 199 11.8 B 149 10.9 WBR - B 74 12.2 A 112 5.1 WB Approach B - 11.9 A - 8.9 NB NBLTR - C 241 32.7 C 473 30.3 NBR 480’ C 177 29.5 C 381 27.3 NB Approach C - 30.5 C - 28.1 Overall B - 15.3 B - 16.1 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 182 29.8 E 237 56.8 EBTR - B 154 10.8 B 215 13.4 EB Approach B - 15.6 D - 41.3 WB WBL 250’ E 53 65.0 D 68 45.6 WBT - C 116 28.4 C 169 32.0 WBR - C 53 27.2 C 102 29.3 WB Approach C - 31.3 C - 32.1 NB NBL 150’ D 138 37.1 D 150 45.3 NBT - C 145 22.9 E 399 60.8 NBR 280’ C 18 21.1 C 73 25.2 NB Approach C - 29.3 E - 55.3 SB SBL 240’ D 121 46.5 D 87 41.1 SBT - C 178 28.7 D 158 47.0 SBR 290’ C 145 25.1 C 93 31.4 SB Approach C - 29.1 D - 38.9 Overall C - 25.7 D - 42.9 1 Maximum queues reported from SimTraffic due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections. 167 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 27 As shown, critical movements at study intersections are anticipated to continue to operate at LOS D or better with queues contained within the existing storage with the following exception: US 11/REST CHURCH ROAD (#4) Similar to existing conditions, the eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The movement is forecast to operate near capacity at LOS E. The eastbound left-turn queues are forecast to block the upstream end of the lane (i.e., Upstream Block Time) approximately 25 percent of the time during the weekday p.m. peak hour. POTENTIAL MITIGATION Similar to existing conditions, it is not anticipated signal timing adjustments alone will fully mitigate the projected queue spillback between the eastbound approach of the US 11/Rest Church Road intersection and the adjacent Rest Church Road/I-81 Northbound Ramps intersection. The mitigation improvements evaluated under existing conditions (shown in Figure 8) were also evaluated for their ability to mitigate this queue spillback under year 2031 background traffic conditions after the addition of regional and in- process development trips. Table 5 illustrates the anticipated traffic operations after implementing the shared left-through lane on the eastbound approach (and associated signal phasing updates) of the US 11/Rest Church Road intersection under year 2031 background traffic conditions. Similar to existing conditions, the eastbound queues are anticipated to contained within the existing lane storage (upstream blockage reduced to zero percent in SimTraffic). Minimal impacts are anticipated at adjacent intersections due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. Appendix H contains the mitigated year 2031 background traffic conditions level of service worksheets. It should also be noted this proposed lane configuration helps address some of the limitations of the SimTraffic model with respect to the northbound off-ramp from I-81. With two left-turning lanes from Rest Church Road onto US 11 northbound, vehicles from the northbound off-ramp can access one of the left-turn lanes on Rest Church Road from either lane on the off-ramp. This is reflected in the reduced forecast queues on the northbound off-ramp (Study Intersection #3) relative to unmitigated year 2031 background conditions. 168 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 28 Table 5. Year 2031 Background Traffic Conditions – Mitigation Strategy – Eastbound Shared Left- Through Lane at US 11/Rest Church Road Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 140 19.3 EB Approach B - 19.3 WB WBL - C 274 34.0 WBT - B 159 11.7 WB Approach C - 25.1 SB SBLT - C 182 32.3 SBR 640’ C 94 27.9 SB Approach C - 30.8 Overall C - 24.9 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 154 13.2 EBT - B 111 11.9 EB Approach B - 12.3 WB WBT - B 183 16.5 WBR - B 123 15.5 WB Approach B - 16.1 NB NBLTR - C 314 30.5 NBR 480’ C 272 27.3 NB Approach C - 28.2 Overall B - 19.6 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - D 203 39.7 EBTR - C 191 33.5 EB Approach D - 35.6 WB WBL 250’ C 46 33.2 WBT - D 140 39.8 WBR - C 76 32.7 WB Approach D - 37.2 NB NBL 150’ D 149 42.4 NBT - C 327 25.1 NBR 280’ B 56 17.4 NB Approach C - 30.0 SB SBL 240’ D 85 40.7 SBT - C 143 25.7 SBR 290’ C 81 22.8 SB Approach C - 26.1 Overall C - 32.2 1Maximum queues from SimTraffic reported for consistency with other operational summaries. 169 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 29 YEAR 2031 TOTAL TRAFFIC CONDITIONS The year 2031 total traffic conditions evaluate the anticipated traffic operations of the roadway network after build-out of the proposed Virginia Technology Park. These conditions include the regional growth and trips from in-process developments added under year 2031 background traffic conditions. Proposed Development The proposed Virginia Technology Park development consists of eleven data center buildings totaling to 2,350,000 square feet across two campuses. The development also includes three substations and 24,000 square feet of office/administration buildings that directly support the data center operations (i.e., the same end user). Access to the site is proposed via a new roadway (Technology Park Road), which would connect to the southern portion of the existing Zachary Ann Lane. Technology Park Road would serve all trips to the proposed site and parcels south of the site on Zachary Ann Lane. All access to the Pilot/Flying J Travel Center would remain in their current locations with egress from the current alignment of Zachary Ann Lane being restricted to right-out only through the addition of a channelizing island to reinforce the truck restrictions to the west on Rest Church Road. Figure 11 illustrates the assumed lane configurations and traffic control devices under year 2031 total traffic conditions. TRIP GENERATION Trip generation estimates for the proposed development were developed using data collected at similar data center developments in Virginia (see approved scoping document in Appendix A for more details). The trip generation rates established from these similar developments include trips generated by ancillary uses on site (e.g., the office and administration buildings). Table 6 summarizes the trip generation estimates for the proposed development. Table 6. Estimated Trip Generation Land Use ITE Code Units Weekday Daily Peak Hour Adjacent Street Weekday AM Peak Hour Weekday PM Peak Hour Total In Out Total In Out Data Center -- 2,350.000 1,000 S.F. 1,763 212 117 95 71 21 50 Total Trips 1,763 212 117 95 71 21 50 As shown in Table 6, the development is estimated to generate approximately 1,763 weekday daily trips, 212 weekday a.m. (117 in, 95 out), and 71 weekday p.m. (21 in, 50 out) peak hour trips when built out in year 2031. 170 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 30 Trip Distribution and Trip Assignment Trip distribution estimates for the proposed project were developed based on anticipated future travel patterns observed near the site and major origin/destination patterns in the site vicinity. Figure 12 illustrates the estimated trip distribution pattern for site trips, which was confirmed through the scoping process. Figure 13 illustrates the assignment of site-generated trips to the surrounding roadway network. Figure 14 illustrates the anticipated reassignment of trips to/from parcels along the southern portion of Zachary Ann Lane that would be directed to the new Technology Park Road after build-out of the proposed site. 2031 Total Traffic Conditions The year 2031 total traffic conditions analysis forecasts how the transportation system in the study area will operate after build-out of the proposed development. The site-generated trips shown in Figure 13 and the reassignment of trips from the existing Zachary Ann Lane to Technology Park Road shown in Figure 14 were then added to year 2031 background traffic volumes shown in Figure 9. Figure 15 illustrates the anticipated traffic operations at study intersection under year 2031 total traffic conditions. Figure 16 shows the lane group LOS for the weekday a.m. and weekday p.m. peak hours. Table 7 summarizes the Synchro 11 peak hour levels of service, SimTraffic maximum back of queue, and delay for each lane group by intersection. Appendix I contains the 2031 total traffic operational analysis worksheets. 171 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 11Assumed Year 2031 Total Traffic Lane Configurations and Traffic Control Devices Frederick County, VA 11 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 5 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 V I R G I N I AWE S T V I R G I N I A - STOP SIGN - TRAFFIC SIGNAL 2 3 4 PROPOSED TECHNOLOGY PARK RD 1 5 1 172 SITE N C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 12Assumed Site Trip Distribution Frederick County, VA 12 Virginia Technology Park June 2025 Figure - ESTIMATED TRIP DISTRIBUTION 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R DZACHARY ANN LNRUEBUCK RD V I R G I N I AWE S T V I R G I N I A PROPOSED TECHNOLOGY PARK RD 173 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 13Site-Generated Trips Frederick County, VA 13 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A 5 PROPOSED TECHNOLOGY PARK RD 1 WEEKDAY AM WEEKDAY PM1WEEKDAY AM WEEKDAY PM5 WEEKDAY AM WEEKDAY PM3WEEKDAY AM WEEKDAY PM2 WEEKDAY AM WEEKDAY PM4 90 111 5347 43 58 5343 4 5 322 2 5906 111 47 20 924 23 11 923 1 2 111 3471 20 174 SITE H:\31\31757 - Fruit Hill Development\design\_Models\31757_ReportFigs.dwg Jun 11, 2025 - 4:19pm - abutsick Layout Tab: 14Reassignment of Existing Trips from Southern Portion of Zachary Ann Lane to Technology Park Road Frederick County, VA 14 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A 5 PROPOSED TECHNOLOGY PARK RD 1 WEEKDAY AM WEEKDAY PM1WEEKDAY AM WEEKDAY PM5 WEEKDAY AM WEEKDAY PM3WEEKDAY AM WEEKDAY PM2 WEEKDAY AM WEEKDAY PM4 -1-1515 -1 115-1 1 -1 -1111 -2 -1 1 11-2 2 1 NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION NO REASSIGNMENT ASSOCIATED WITH THIS INTERSECTION 175 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:01pm - abutsick Layout Tab: 15Year 2031 Total Traffic Conditions Weekday AM & PM Peak Hours Frederick County, VA 15 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A 5 PROPOSED TECHNOLOGY PARK RD 1 WEEKDAY AM WEEKDAY PM1WEEKDAY AM WEEKDAY PM5 WEEKDAY AM WEEKDAY PM3WEEKDAY AM WEEKDAY PM2 WEEKDAY AM WEEKDAY PM4 1503461250174202393 144 74 23 209 102LOS=D Del=43.0 V/C=0.88 102395127 216 368 193 LOS=B Del=16.2 V/C=0.40151191192 112 275 195 LOS=C Del=25.3 V/C=0.43 80163 0 3 126 CM=NB LOS=B Del=11.3 V/C=0.13 462101 2 20 106 CM=NB LOS=A Del=9.2 V/C=0.08 7576896231400105 159 145 16 120 42LOS=C Del=25.8 V/C=0.44 112195116 214 470 125 LOS=B Del=17.6 V/C=0.421541146176 192 397 185 LOS=C Del=29.5 V/C=0.56 90214 0 22 170 CM=NB LOS=B Del=11.8 V/C=0.15 5101113 8 112 58 CM=NB LOS=A Del=9.6 V/C=0.13 CM = INTERSECTION MOVEMENT (UNSIGNALIZED) LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/INTERSECTION MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/INTERSECTION MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 176 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: 16Year 2031 Total Traffic Lane Group Levels of Service Weekday AM & PM Peak Hours Frederick County, VA 16 Virginia Technology Park June 2025 Figure N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 32 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A 5 PROPOSED TECHNOLOGY PARK RD 1 WEEKDAY AM WEEKDAY PM1WEEKDAY AM WEEKDAY PM5 WEEKDAY AM WEEKDAY PM3WEEKDAY AM WEEKDAY PM2 WEEKDAY AM WEEKDAY PM4 EDB C CA BCB B DC B CA E CDD CDC CCB C CA BCC A DC B CB C CDE CDC BA BA AA AA 177 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 37 Table 7. 2031 Total Traffic Conditions – Summary of Peak Hour Levels of Service, Maximum Back of Queue, and Delay for Each Lane Group by Intersection Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Turn- lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Route 669 (Rest Church Road)/ Zachary Ann Lane (#1) Two-way Stop-Controlled EB EBT - - 0 0.0 - 0 0.0 EBR - - 0 0.0 - 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBL 200’ A 62 8.2 A 10 7.6 WBT - - 0 0.0 - 0 0.0 WB Approach - - 0.9 - - 0.2 NB NBR - B 133 11.8 B 131 11.3 NB Approach B - 11.8 B - 11.3 Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - C 209 24.0 B 166 19.4 EB Approach C - 24.0 B - 19.4 WB WBL - D 339 43.1 D 326 35.6 WBT - A 159 8.2 B 200 14.0 WB Approach C - 32.0 C - 26.6 SB SBLT - C 186 33.6 C 183 31.5 SBR 640’ C 127 28.9 C 108 27.5 SB Approach C - 31.3 C - 30.0 Overall C - 29.5 C - 25.3 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 218 12.7 B 207 12.0 EBT - A 117 9.6 A 128 9.8 EB Approach B - 10.7 B - 10.6 WB WBT - B 204 15.2 B 261 11.5 WBR - B 82 15.7 A 102 5.5 WB Approach B - 15.3 A - 9.4 NB NBLTR - C 322 33.2 C 554 30.3 NBR 480’ C 263 26.4 C 424 26.8 NB Approach C - 29.4 C - 27.8 Overall B - 17.6 B - 16.2 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBL - C 189 30.5 E 238 56.9 EBTR - B 148 11.0 B 221 13.9 EB Approach B - 16.0 D - 41.5 WB WBL 250’ E 52 65.0 D 60 45.6 WBT - C 126 28.4 C 172 32.0 WBR - C 54 27.2 C 96 29.3 WB Approach C - 31.3 C - 32.1 NB NBL 150’ D 139 37.8 D 150 45.5 NBT - C 130 22.9 E 459 60.8 NBR 280’ C 18 21.1 C 125 25.5 NB Approach C - 29.8 D - 55.4 SB SBL 240’ D 140 46.5 D 85 41.1 SBT - C 191 28.7 D 164 47.0 SBR 290’ C 156 25.1 C 107 31.4 SB Approach C - 29.1 D - 38.9 Overall C - 25.8 D - 43.0 178 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 38 Intersection Information AM Peak Hour PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Turn- lane lengths LOS Back of Queue (feet)1 Delay (sec) LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/Technology Park Road (#5) Two-way Stop-Controlled EB EBTR - A 0 0.0 A 0 0.0 EB Approach - - 0.0 - - 0.0 WB WBLT - A 56 7.7 A 40 7.5 WB Approach - - 5.1 - - 1.2 NB NBLR - A 64 9.6 A 63 9.2 NB Approach A - 9.6 A - 9.2 1 Maximum queues reported from SimTraffic due to 95th percentile queues from Synchro exceeding capacity at one or more signalized intersections. As shown, critical movements at study intersections are anticipated to continue to operate at LOS D or better with queues contained within the proposed storage with the following exception: US 11/REST CHURCH ROAD (#4) Similar to existing and year 2031 background traffic conditions, the queues for the eastbound left-turn at the US 11/Rest Church Road intersection are projected to spill back to the upstream Rest Church Road/I - 81 Ramps intersection during the weekday p.m. peak hour. The site is not anticipated to add any trips to this movement during the weekday p.m. peak hour. MITIGATION The mitigation strategies tested under existing and year 2031 background traffic conditions (shown in Figure 8) were evaluated under year 2031 total traffic conditions to test their ability to continue to offset the queue spill back of eastbound left-turn movements from the US 11/Rest Church Road intersection to the upstream Rest Church Road/I-81 Ramps intersection. Table 8 illustrates the anticipated operations of the signalized network after converting the eastbound through lane to a shared left -through lane and updating the minor street approaches to split phasing at the US 11/Rest Church Road intersection. Similar to existing conditions, the eastbound queues are anticipated to contained within the existing lane storage (upstream blockage reduced to zero percent in SimTraffic). Minimal impacts are anticipated at adjacent intersections due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. Appendix J contains the mitigated year 2031 total traffic conditions level of service worksheets. It should also be noted this proposed lane configuration helps address some of the limitations of the SimTraffic model with respect to the northbound off-ramp from I-81. With two left-turning lanes from Rest Church Road onto US 11 northbound, vehicles from the northbound off-ramp can access one of the left-turn lanes on Rest Church Road from either lane on the off-ramp. This is reflected in the reduced forecast queues on the northbound off-ramp (Study Intersection #3) relative to unmitigated year 2031 total conditions. 179 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 39 Table 8. Year 2031 Total Traffic Conditions – Mitigation Strategy – Eastbound Shared Left-Through Lane at US 11/Rest Church Road Intersection Information PM Peak Hour Intersection (#) Traffic Control Approach Lane Group Existing turn-lane lengths LOS Back of Queue (feet)1 Delay (sec) Rest Church Road/I-81 Southbound Ramps (#2) Signalized EB EBTR - B 170 19.4 EB Approach B - 19.4 WB WBL - D 276 36.3 WBT - B 160 11.3 WB Approach C - 25.9 SB SBLT - C 174 32.3 SBR 640’ C 110 27.9 SB Approach C - 30.7 Overall C - 25.1 Rest Church Road/I-81 Northbound Ramps (#3) Signalized EB EBL - B 154 12.6 EBT - B 111 10.6 EB Approach B - 11.3 WB WBT - C 183 21.4 WBR - D 123 41.9 WB Approach C - 28.4 NB NBLTR - C 314 31.1 NBR 480’ C 272 27.2 NB Approach C - 28.3 Overall C - 24.2 US 11 (Martinsburg Pike)/Rest Church Road (#4) Signalized EB EBLT - C 203 34.8 EBTR - D 191 49.9 EB Approach D - 44.9 WB WBL 250’ C 46 33.5 WBT - D 140 40.3 WBR - C 76 33.0 WB Approach D - 37.6 NB NBL 150’ D 149 40.4 NBT - C 327 25.5 NBR 280’ B 56 17.7 NB Approach C - 29.7 SB SBL 240’ D 85 41.1 SBT - C 143 26.7 SBR 290’ C 81 23.5 SB Approach C - 26.9 Overall D - 35.4 1Maximum queues from SimTraffic reported for consistency with other operational summaries. 180 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 40 TURN LANE ANALYSIS The need for left- and right-turn lanes on Rest Church Road onto the proposed Technology Park Road (Study Intersection #5) were evaluated with respect to VDOT turn lane warrants established in Appendix F of the VDOT Road Design Manual (RDM – Reference 8). Right-Turn Lane Warrant Per Appendix F of the VDOT RDM, right-turn lanes on a two-lane roadway are required if the warrants in Figure 3-26 are met. Table 9 illustrates the applicable volumes required for the right-turn lane warrant analysis, while Figure 17 illustrates the application of these volumes to Figure 3-26 of the VDOT RDM. As shown, a right-turn lane is not projected to be warranted on Rest Church Road at Technology Park Road. Table 9. Eastbound Volumes – Rest Church Road/Technology Park Road (#5) – Weekday AM and PM Peak Hours Peak Hour Year 2031 Total Traffic Volumes PHV Advancing Total (vph) PHV Right-Turns (vph) Weekday AM 121 8 Weekday PM 103 2 Figure 17. Right-Turn Lane Warrant Analysis – Rest Church Road/Technology Park Road (#5) 181 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 41 Left-Turn Lane Warrants Per Appendix F of the VDOT RDM, left-turn lanes on a two-lane roadway are required if the warrants in Figures 3-4 through 3-21 are met. The percentage of left turns in each approach volume was rounded to the nearest five percent to apply the nomographs. The posted speed limit of Rest Church Road changes from 35 miles-per-hour to 45 miles-per-hour near the proposed Technology Park Road. To be conservative, the nomographs for a 50 mile-per-hour design speed were used. Table 10 illustrates the applicable volumes required for the left-turn lane warrant analysis, while Figure 18 illustrates the application of these volumes to Figure 3-15 of the VDOT RDM. As shown, a left-turn lane is not projected to be warranted on Rest Church Road at Technology Park Road. Table 10. Westbound Volumes – Rest Church Road/Technology Park Road (#5) – Weekday AM and PM Peak Hours Peak Hour Year 2031 Total Traffic Volumes Advancing Total (vph) Opposing Volume (vph) Weekday AM 170 121 Weekday PM 126 103 Figure 18. Left-Turn Lane Warrant Analysis – Rest Church Road/Technology Park Road (#5) 182 June 2025 Virginia Technology Park Transportation Impact Analysis Kittelson & Associates, Inc. Page 42 ACCESS MANAGEMENT EVALUATION An evaluation of the proposed entrances to the Virginia Technology Park development was performed with respect to VDOT’s Access Management policies. Figure 19 illustrates the proposed spacing of the site entrances with respect to adjacent intersections and commercial access points, as well as the interchange with I-81. Based on Table 2-3 of the RDM, the proposed Technology Park Road should be located a minimum of 1,320 feet from the end of the I-81 ramp terminal. As shown in Figure 19, the current planned location of Technology Park Road is located approximately 1,325 feet from the edge of the ramp terminal (no turn lanes present as shown in Figure 2-9 of the RDM). Based on Table 2-2 of the RDM, the proposed Technology Park Road should be a minimum of 50 feet from adjacent entrances on Rest Church Road (local street). As shown in Figure 19, the proposed location of Technology Park Road is located greater than 50 feet from any adjacent entrance. 183 NC:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: 19 Access Management EvaluationFrederick County, VA19Virginia Technology ParkJune 2025FigureTECHNOLOGY PARK ROADCUL-DE-SAC1,325'1,320'50'50'657'X'X'- MINIMUM SPACING FROM INTERCHANGE RAMP- PROPOSED SPACING- MINIMUM SPACING FROM COMMERCIAL ENTRANCESX'EGRESS RESTRICTED TORIGHT-OUT ONLY184 Conclusions and Recommendations 185 June 2025 Virginia Technology Park Conclusions and Recommendations Kittelson & Associates, Inc. Page 45 Conclusions and Recommendations Based on the results of the transportation impact analysis, the transportation system can accommodate full build-out of the proposed development. The findings of this analysis and our recommendations are discussed below. Existing Conditions ◼ All intersections currently operate at LOS D or better with queues stored within existing lanes with the following exception: o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues spill back to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream end of the lane approximately 11 percent of the time during the weekday p.m. peak hour. ▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not anticipated to fully prevent the spill back of eastbound left-turn movements at the US 11/Rest Church Road intersection. ▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left-turn movement through conversion of the existing eastbound through lane to a shared left/through lane. This would also require: • Restriping of the eastbound approach lanes • Conversion of the Rest Church Road approaches to operate under “split” signal phasing • Replacing the existing three-section signal head for the eastbound through lane with a four-section head (three ball indicators and one green left-turn arrow indicator) • Potential widening of US 11 to the north of Rest Church Road to add a second northbound lane that ends/merges a minimum of 495 feet north of the existing commercial driveway on the east side of US 11. • Adjustments to coordination with the adjacent signalized intersections at the I-81 interchange. ▪ If implemented, the eastbound queues would be anticipated to be contained within the existing lane storage. Minimal impacts are anticipated at adjacent intersections due to the conversion of the Rest Church Road approaches to split-phased at the US 11/Rest Church Road intersection. 2031 Background (Pre-Build-Out) Traffic Conditions ◼ A 1.0 percent annual growth rate was applied to traffic volumes on public roadways account for near- term regional traffic growth. ◼ Four in-process developments were identified at the time of scoping for build -out by 2031: 186 June 2025 Virginia Technology Park Conclusions and Recommendations Kittelson & Associates, Inc. Page 46 o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US 11/Rest Church Road intersection o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant of the US 11/Rest Church Road intersection o Parcel 33-9-4 – 8,810 square feet of warehousing development to the south of the site along the existing Zachary Ann Lane. This parcel would access Rest Church Road via Techology Center Road after build-out of the proposed Virginia Techology Park development. o Whitehall Commerce Center – Undeveloped portions of the larger site located west of US 11 along Rest Church Road include 162,000 square feet of industrial development. ◼ No new transportation improvements were identified to be completed by the build-out year of 2031 within the study area. ◼ Under year 2031 background traffic conditions (pre-build-out), study intersections are anticipated to continue to operate at LOS D or better with queues contained within the existing storage with the following exception: o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues are projected to spill back to the adjacent Rest Church Road/I- 81 Northbound Ramps intersection for approximately 25 percent of the weekday p.m. peak hour. ▪ Converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. 2031 Total (Post-Build-Out)Traffic Conditions ◼ The proposed Virginia Technology Park development consists of eleven data center buildings totaling to 2,350,000 square feet across two campuses. The development also includes three substations and 24,000 square feet of office/administration buildings that directly support the data center operations (i.e., the same end user). ◼ Access to the site is proposed via a new roadway (Technology Park Road), which would connect to the southern portion of the existing Zachary Ann Lane. Technology Park Road would serve all trips to the proposed site and parcels south of the site on Zachary Ann Lane. ◼ All access to the Pilot/Flying J Travel Center would remain in their current locations with egress from the current alignment of Zachary Ann Lane being restricted to right -out only through the addition of a channelizing island to reinforce the truck restrictions to the west on Rest Church Road. ◼ The development is estimated to generate approximately 1,763 weekday daily trips, 212 weekday a.m. (117 in, 95 out), and 71 weekday p.m. (21 in, 50 out) peak hour trips when built out in year 2031. ◼ Under year 2031 total traffic conditions (post-build-out), critical movements at study intersections are anticipated to continue to operate at LOS D or better with queues contained within the existing/proposed storage with the following exception: 187 June 2025 Virginia Technology Park Conclusions and Recommendations Kittelson & Associates, Inc. Page 47 o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the eastbound left-turn queues are projected to spill back to the adjacent Rest Church Road/I- 81 Northbound Ramps intersection for a portion of the weekday p.m. peak hour. ▪ The site is not anticipated to add any trips to this movement during the weekday p.m. peak hour. ▪ Similar to existing and year 2031 background traffic conditions, converting the eastbound through lane to a shared left/through lane and making the associated signal improvements is anticipated to reduce queuing on the eastbound approach to within the existing lane storage. Turn Lane Warrant Evaluation ◼ An evaluation of VDOT left- and right-turn lane warrants for two-lane roadways illustrated turn lanes are not forecast to be warranted on Rest Church Road at the proposed Technology Park Road under year 2031 total traffic conditions. Access Management Evaluation ◼ An evaluation of the proposed location of Technology Park Road was performed with respect to VDOT’s Access Management policies. Based on the minimum spacing standards in Appendix F of VDOT’s Road Design Manual (RDM), the proposed location of Technology Park Road exceeds spacing requirements from adjacent intersections, commercial entrances, and interchanges. RECOMMENDATIONS Based on the projected traffic operations within the study area, the following improvements are recommended for future consideration by VDOT and Frederick County: ◼ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church Road and roadway improvements to US 11 will be required, including converting the Rest Church Road approaches at US 11 to split phasing. o The need for this mitigation strategy is shown to be warranted under existing conditions. The site-related trips added to the network at this intersection represent less than 0.7 percent of the total entering vehicles upon build-out in year 2031. 188 June 2025 Virginia Technology Park References Kittelson & Associates, Inc. Page 48 References 1. Frederick County. The Comprehensive Plan. Accessed June 11, 2025. https://www.fcva.us/departments/planning-development/the-comprehensive- plan 2. Frederick County. Frederick County Zoning Map. Accessed June 2, 2025. https://fredcogis.fcva.us/PlanningAccessTerminal/ 3. Virginia Department of Transportation. Pathways for Planning Portal. Accessed June 2, 2025: https://vdotp4p.com/ 4. Transportation Research Board. Highway Capacity Manual, 6th Edition. 2016. 5. Virginia Department of Transportation. Traffic Operations and Safety Analysis Manual – Version 2.0. February 2020. 6. Kittelson and Associates, Inc. Fruit Hill Property TIA. January 2023. 7. Institute of Transportation Engineers. Trip Generation, 11th Edition. 2021. 8. Virginia Department of Transportation. Road Design Manual. July 2021. 189 Appendix A Scoping Letter 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 Appendix B May 2025 Turning Movement Counts 209 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 16986601 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 0 0 0 0 0 53 0 0 74 96 0.950.95 53 98 2 21 191 0 0 95 23 95 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 0 0 0 0 0 11.3 0 0 20.3 6.3 11.3 6.1 0 42.9 47.6 0 0 89.5 39.1 89.5 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Zachary Ann Ln Zachary Ann Ln (Northbound)(Northbound) Zachary Ann Ln Zachary Ann Ln (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 6:00 AM 0 0 9 0 0 0 0 0 0 0 0 12 0 0 0 4 7 0 0 0 32 6:15 AM 0 0 10 0 0 0 0 0 0 0 0 21 2 0 0 5 2 0 0 0 40 6:30 AM 0 0 7 0 0 0 0 0 0 0 0 22 2 0 0 9 10 0 0 0 50 6:45 AM 0 0 14 0 0 0 0 0 0 0 0 18 2 0 0 13 6 0 0 0 53 175 7:00 AM 0 0 16 0 0 0 0 0 0 0 0 28 0 0 0 5 14 0 0 0 63 206 7:15 AM 0 0 22 0 0 0 0 0 0 0 0 27 0 0 0 6 15 0 0 0 70 236 7:30 AM 0 0 31 0 0 0 0 0 0 0 0 20 0 0 0 6 11 0 0 0 68 254 7:45 AM 0 0 26 0 0 0 0 0 0 0 0 21 2 0 0 4 13 0 0 0 66 267 8:00 AM 0 0 21 0 0 0 0 0 0 0 0 22 0 0 0 2 9 0 0 0 54 258 8:15 AM 0 0 12 0 0 0 0 0 0 0 0 20 1 0 0 2 11 0 0 0 46 234 8:30 AM 1 0 12 0 0 0 0 0 0 0 0 21 1 0 0 5 6 0 0 0 46 212 8:45 AM 0 0 14 0 0 0 0 0 0 0 0 14 0 0 0 4 10 0 0 0 42 188 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 88 0 0 0 0 0 0 0 0 108 0 0 0 24 60 0 0 0 280 Heavy Trucks 0 0 84 0 0 0 0 0 0 16 4 0 104 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 5:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 4 210 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 16986603 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 156 0 87 1 68 205 0 0 475 107 0.930.93 118 247 140 357 175 0 0 0 498 0 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:00 AM -- 7:15 AMPeak 15-Min: 7:00 AM -- 7:15 AM 21.8 0 35.6 100 2.9 36.6 0 0 12.2 41.1 37.3 38.1 35.7 3.9 26.3 0 0 0 13.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 SB Ramps I-81 SB Ramps (Northbound)(Northbound) I-81 SB Ramps I-81 SB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 6:00 AM 0 0 0 0 0 10 0 4 0 7 0 10 16 0 6 82 20 0 0 0 155 6:15 AM 0 0 0 0 0 11 0 6 0 8 0 28 15 0 5 83 17 0 0 0 173 6:30 AM 0 0 0 0 0 12 0 10 0 7 0 25 26 0 3 85 25 0 0 0 193 6:45 AM 0 0 0 0 0 24 0 12 0 10 0 26 25 0 3 54 22 0 0 0 176 697 7:00 AM 0 0 0 0 0 26 0 20 0 8 0 18 23 0 15 97 28 0 0 0 235 777 7:15 AM 0 0 0 0 0 13 1 10 0 9 0 30 32 0 7 93 26 0 0 0 221 825 7:30 AM 0 0 0 0 0 12 0 17 0 7 0 33 30 0 3 75 32 0 0 0 209 841 7:45 AM 0 0 0 0 0 17 0 8 0 8 0 26 26 0 4 92 32 0 0 0 213 878 8:00 AM 0 0 0 0 0 12 1 6 0 10 0 31 29 0 3 76 24 0 0 0 192 835 8:15 AM 0 0 0 0 0 16 0 10 0 3 0 34 22 0 1 63 26 0 0 0 175 789 8:30 AM 0 0 0 0 0 17 0 8 0 6 0 25 17 0 3 63 19 0 0 0 158 738 8:45 AM 0 0 0 0 0 18 0 8 0 6 0 23 21 0 4 52 26 0 0 0 158 683 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 104 0 112 0 32 0 72 152 0 60 388 112 0 0 0 1032 Heavy Trucks 0 0 0 4 0 52 0 28 32 16 48 0 180 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 5:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 2 of 4 211 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 16986605 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 0 169 0 0 0 475 69 97 516 108 0.980.98 419 177 0 0 211 56 3 103 0 162 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:00 AM -- 7:15 AMPeak 15-Min: 7:00 AM -- 7:15 AM 0 30.8 0 0 0 11.8 53.6 13.4 7.4 7.4 6 25.4 0 0 6.2 55.4 66.7 4.9 0 23.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 NB Ramps I-81 NB Ramps (Northbound)(Northbound) I-81 NB Ramps I-81 NB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 6:00 AM 11 0 5 0 5 0 0 0 0 0 7 13 0 0 0 0 85 7 0 0 133 6:15 AM 10 0 8 0 8 0 0 0 0 0 19 20 0 0 0 0 91 11 0 1 168 6:30 AM 10 1 12 0 16 0 0 0 0 0 20 17 0 0 0 0 99 19 0 2 196 6:45 AM 8 0 15 0 21 0 0 0 0 0 14 39 0 0 0 0 67 22 0 1 187 684 7:00 AM 18 0 14 0 12 0 0 0 0 0 16 29 0 0 0 0 111 14 0 5 219 770 7:15 AM 11 0 7 0 18 0 0 0 0 0 20 22 0 0 0 0 109 17 0 3 207 809 7:30 AM 13 1 13 0 13 0 0 0 0 0 16 29 0 0 0 0 97 30 0 3 215 828 7:45 AM 14 2 14 0 12 0 0 0 0 0 17 28 0 0 0 0 102 24 0 1 214 855 8:00 AM 11 0 6 0 12 0 0 0 0 0 14 29 0 0 0 0 95 5 0 3 175 811 8:15 AM 16 1 6 0 9 0 0 0 0 0 16 33 0 0 0 0 73 13 0 5 172 776 8:30 AM 12 1 8 0 11 0 0 0 0 0 11 24 0 0 0 0 68 9 0 6 150 711 8:45 AM 16 2 10 0 14 0 0 0 0 0 17 29 0 0 0 0 58 16 0 1 163 660 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 72 0 104 0 48 0 0 0 0 0 64 116 0 0 0 0 444 76 0 20 944 Heavy Trucks 36 0 12 0 0 0 28 8 0 0 28 8 120 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 5:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 3 of 4 212 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 16986607 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 664 182 375 209 80 520 75 39 140 75 0.980.98 88 216 66 13 158 57 68 3 288 128 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:00 AM -- 7:15 AMPeak 15-Min: 7:00 AM -- 7:15 AM 3.5 4.9 2.9 4.3 3.8 6.7 2.7 0 6.4 4 10.2 5.1 9.1 0 3.8 26.3 10.3 0 5.2 17.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 11 US 11 (Northbound)(Northbound) US 11 US 11 (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 6:00 AM 8 7 1 0 1 14 51 51 0 23 5 8 6 0 3 3 11 2 0 1 195 6:15 AM 7 20 0 0 1 17 53 48 0 32 15 13 6 0 5 2 15 3 0 2 239 6:30 AM 10 17 0 0 0 15 53 43 0 53 19 14 6 0 6 3 13 2 0 1 255 6:45 AM 10 20 0 0 3 23 63 28 0 39 29 26 9 0 8 5 12 6 0 3 284 973 7:00 AM 9 15 0 0 0 24 61 51 0 42 17 25 6 0 5 2 28 4 0 3 292 1070 7:15 AM 17 15 1 0 2 19 55 48 0 47 14 15 13 0 8 3 19 5 0 0 281 1112 7:30 AM 19 17 0 0 0 21 46 41 0 49 28 15 9 0 7 4 21 7 0 7 291 1148 7:45 AM 12 21 0 0 0 16 47 54 0 43 16 20 5 0 13 4 20 10 0 3 284 1148 8:00 AM 7 22 1 0 0 11 38 47 0 32 20 13 5 0 8 3 19 5 0 1 232 1088 8:15 AM 12 23 0 0 0 12 43 32 0 33 33 11 4 0 1 2 12 6 0 5 229 1036 8:30 AM 9 33 0 0 0 20 46 41 0 25 23 10 6 0 4 4 10 8 0 7 246 991 8:45 AM 14 28 0 0 0 7 42 25 0 28 20 14 10 0 8 2 8 5 0 7 218 925 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 36 60 0 0 0 96 244 372 0 168 68 100 44 0 20 8 112 28 0 12 1368 Heavy Trucks 8 16 0 0 20 4 0 4 4 0 16 0 72 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 5:59 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 4 of 4 213 Type of peak hour being reported: System-wide Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 16986602 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 0 0 0 0 0 91 0 0 93 91 0.900.90 90 92 1 3 179 1 0 88 4 89 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0 0 0 0 0 4.4 0 0 4.3 4.4 4.4 4.3 0 0 44.7 0 0 86.4 0 85.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Zachary Ann Ln Zachary Ann Ln (Northbound)(Northbound) Zachary Ann Ln Zachary Ann Ln (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 23 0 0 0 0 0 0 0 0 19 1 0 0 3 21 0 0 0 67 4:15 PM 0 0 21 0 0 0 0 0 0 0 0 25 0 0 0 0 22 0 0 0 68 4:30 PM 0 0 21 0 0 0 0 0 0 0 0 25 1 0 0 1 22 0 0 0 70 4:45 PM 0 0 20 0 0 0 0 0 0 0 0 23 0 1 0 2 24 0 0 0 70 275 5:00 PM 0 0 32 0 0 0 0 0 0 0 0 27 0 0 0 1 16 0 0 0 76 284 5:15 PM 0 0 19 0 0 0 0 0 0 0 0 20 0 0 0 1 24 0 0 0 64 280 5:30 PM 1 0 16 0 0 0 0 0 0 0 0 25 1 0 0 0 25 0 0 0 68 278 5:45 PM 0 0 21 0 0 0 0 0 0 0 0 19 0 0 0 1 25 0 0 0 66 274 6:00 PM 0 0 18 0 0 0 0 0 0 0 0 24 0 0 0 1 20 0 0 0 63 261 6:15 PM 0 0 13 0 0 0 0 0 0 0 0 13 0 0 0 0 16 0 0 0 42 239 6:30 PM 0 0 15 0 0 0 0 0 0 0 0 16 0 0 0 1 29 0 0 0 61 232 6:45 PM 0 0 14 0 0 0 0 0 0 0 0 10 0 0 0 1 27 0 0 0 52 218 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 128 0 0 0 0 0 0 0 0 108 0 0 0 4 64 0 0 0 304 Heavy Trucks 0 0 108 0 0 0 0 0 0 0 4 0 112 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 7:15 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 4 214 Type of peak hour being reported: System-wide Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 16986604 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 185 0 77 1 107 232 0 0 332 154 0.960.96 155 237 83 177 261 0 0 0 261 0 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 15.7 0 29.9 0 5.6 31.5 0 0 17.2 29.2 32.3 30 31.3 4 19.5 0 0 0 12.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 SB Ramps I-81 SB Ramps (Northbound)(Northbound) I-81 SB Ramps I-81 SB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 0 0 0 23 0 15 0 7 0 39 19 0 4 16 47 0 0 0 170 4:15 PM 0 0 0 0 0 18 0 22 0 2 0 30 21 0 3 36 33 0 0 0 165 4:30 PM 0 0 0 0 0 19 0 9 0 10 0 39 21 0 8 33 41 0 0 0 180 4:45 PM 0 0 0 0 0 23 1 9 0 8 0 32 12 0 2 33 44 0 0 0 164 679 5:00 PM 0 0 0 0 0 23 0 6 0 11 0 42 25 0 4 36 28 0 0 0 175 684 5:15 PM 0 0 0 0 0 25 0 15 0 10 0 39 10 0 11 44 43 0 0 0 197 716 5:30 PM 0 0 0 0 0 21 1 6 0 6 0 36 11 0 7 58 44 0 0 0 190 726 5:45 PM 0 0 0 0 0 38 0 17 0 6 0 37 11 0 4 39 40 0 0 0 192 754 6:00 PM 0 0 0 0 0 26 0 18 0 6 0 36 19 0 4 36 33 0 0 0 178 757 6:15 PM 0 0 0 0 0 20 2 12 0 11 0 20 14 0 2 46 31 0 0 0 158 718 6:30 PM 0 0 0 0 0 16 0 15 0 7 0 28 15 0 2 32 38 0 0 0 153 681 6:45 PM 0 0 0 0 0 17 0 18 0 10 0 20 12 0 5 19 37 0 0 0 138 627 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 100 0 100 0 40 0 156 84 0 44 176 172 0 0 0 872 Heavy Trucks 0 0 0 0 0 36 0 60 20 12 60 0 188 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 7:15 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 2 of 4 215 Type of peak hour being reported: System-wide Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 16986606 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 0 197 0 0 0 341 97 99 352 163 0.970.97 253 260 0 0 491 88 1 328 0 417 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PMPeak 15-Min: 5:45 PM -- 6:00 PM 0 27.9 0 0 0 16.7 47.4 8.1 6 3.1 5.1 19.6 0 0 2 50 100 1.5 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At I-81 NB Ramps I-81 NB Ramps (Northbound)(Northbound) I-81 NB Ramps I-81 NB Ramps (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 31 0 47 0 23 0 0 0 0 0 25 34 0 0 0 0 28 22 0 7 217 4:15 PM 21 0 43 0 20 0 0 0 0 0 18 34 0 0 0 0 51 22 0 10 219 4:30 PM 23 0 43 0 28 0 0 0 0 0 21 32 0 0 0 0 59 25 0 5 236 4:45 PM 29 1 47 0 34 0 0 0 0 0 20 40 0 0 0 0 44 14 0 9 238 910 5:00 PM 19 0 54 0 32 0 0 0 0 0 28 37 0 0 0 0 53 19 0 6 248 941 5:15 PM 25 0 41 0 41 0 0 0 0 0 25 39 0 0 0 0 63 14 0 7 255 977 5:30 PM 25 1 38 0 35 0 0 0 0 0 20 38 0 0 0 0 75 20 0 8 260 1001 5:45 PM 19 0 49 0 38 0 0 0 0 0 24 49 0 0 0 0 62 17 0 8 266 1029 6:00 PM 20 0 46 0 28 0 0 0 0 0 20 38 0 0 0 0 52 17 0 6 227 1008 6:15 PM 21 1 40 0 42 0 0 0 0 0 9 34 0 0 0 0 66 13 0 9 235 988 6:30 PM 21 0 31 0 23 0 0 0 0 0 19 24 0 0 0 0 39 6 0 5 168 896 6:45 PM 17 1 23 0 23 0 0 0 0 0 13 29 0 1 0 0 41 10 0 2 160 790 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 76 0 348 0 152 0 0 0 0 0 96 196 0 0 0 0 248 100 0 32 1248 Heavy Trucks 32 0 8 0 0 0 48 4 0 0 12 12 116 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 7:15 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 3 of 4 216 Type of peak hour being reported: System-wide Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 16986608 CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Wed, May 7 2025 400 719 189 166 45 353 318 88 184 125 0.950.95 82 501 58 14 180 82 313 10 238 405 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PMPeak 15-Min: 5:45 PM -- 6:00 PM 0.8 1.3 0.5 1.2 0 4.2 2.5 0 2.7 0.8 6.1 1.8 0 0 0.6 11 0.3 0 0.8 2.5 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 11 US 11 (Northbound)(Northbound) US 11 US 11 (Southbound)(Southbound) Rest Church RdRest Church Rd (Eastbound)(Eastbound) Rest Church RdRest Church Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 18 84 0 0 0 8 23 13 0 15 78 10 7 0 9 0 11 6 0 6 288 4:15 PM 14 91 0 0 0 4 29 23 0 31 70 10 8 0 7 0 12 7 0 3 309 4:30 PM 27 74 0 0 1 8 43 9 0 33 75 10 6 0 13 5 21 9 0 10 344 4:45 PM 17 100 1 0 0 11 24 15 0 23 87 23 9 0 5 6 12 7 0 5 345 1286 5:00 PM 17 85 2 0 1 3 50 14 0 30 87 21 10 0 7 1 17 18 0 2 365 1363 5:15 PM 25 79 0 0 2 12 46 11 0 39 84 28 3 0 8 2 13 10 0 7 369 1423 5:30 PM 17 73 1 0 1 13 30 20 0 28 75 24 2 0 5 7 38 19 0 10 363 1442 5:45 PM 23 76 0 0 3 17 40 17 0 30 72 52 11 0 12 4 14 12 0 10 393 1490 6:00 PM 16 57 2 0 3 16 42 12 0 28 64 34 7 0 4 3 17 7 0 6 318 1443 6:15 PM 16 52 1 0 3 19 31 13 0 27 74 35 6 0 4 4 33 9 0 5 332 1406 6:30 PM 13 43 1 0 1 7 38 18 0 11 52 16 5 0 6 0 11 10 0 3 235 1278 6:45 PM 13 47 2 0 2 5 25 18 0 14 49 13 6 0 3 0 5 6 0 3 211 1096 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 92 304 12 0 12 68 160 188 0 120 288 208 92 0 48 16 56 88 0 40 1792 Heavy Trucks 8 4 0 0 4 0 16 0 0 0 0 0 32 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/28/2025 7:15 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 4 of 4 217 Appendix C Level of Service Description 218 LEVEL-OF-SERVICE CONCEPT Level of service (LOS) is a concept developed to quantify the degree of comfort (including such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by other vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are used to denote the various level of service from “A” to “F”.1 Signalized Intersections The six level-of-service grades are described qualitatively for signalized intersections in Appendix Table 1. Additionally, Appendix Table 2 identifies the relationship between level of service and average control delay per vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Using this definition, Level of Service “D” is generally considered to represent the minimum acceptable design standard. Appendix Table 1. Level-of-Service Definitions (Signalized Intersections) Level of Service Average Delay per Vehicle A Very low average control delay, less than 10 seconds per vehicle. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A, causing higher levels of average delay. C Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate poor progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent occurrences. F Average control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values. Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2016). 1 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2016). 219 Appendix Table 2. Level-of-Service Criteria for Signalized Intersections Level of Service Average Control Delay per Vehicle (Seconds) A <10.0 B >10 and (20 C >20 and (35 D >35 and (55 E >55 and (80 F >80 Unsignalized Intersections Unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC) intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay at both TWSC and AWSC intersections. A qualitative description of the various service levels associated with an unsignalized intersection is presented in Appendix Table 3. A quantitative definition of level of service for unsignalized intersections is presented in Appendix Table 4. Using this definition, Level of Service “E” is generally considered to represent the minimum acceptable design standard. Appendix Table 3. Level-of-Service Criteria for Unsignalized Intersections Level of Service Average Delay per Vehicle to Minor Street A • Nearly all drivers find freedom of operation. • Very seldom is there more than one vehicle in queue. B • Some drivers begin to consider the delay an inconvenience. • Occasionally there is more than one vehicle in queue. C • Many times, there is more than one vehicle in queue. • Most drivers feel restricted, but not objectionably so. D • Often there is more than one vehicle in queue. • Drivers feel quite restricted. E • Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can be accommodated by the movement. • There is almost always more than one vehicle in queue. • Drivers find the delays approaching intolerable levels. F • Forced flow. • Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection. 220 Appendix Table 4. Level-of-Service Criteria for Unsignalized Intersections It should be noted that the level-of-service criteria for unsignalized intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, there are a number of driver behavior considerations that combine to make delays at signalized intersections less galling than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, while drivers on the minor street approaches to TWSC intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized intersections than signalized intersections. For these reasons, it is considered that the control delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. While overall intersection level of service is calculated for AWSC intersections, level of service is only calculated for the minor approaches and the major street left turn movements at TWSC intersections. No delay is assumed to the major street through movements. For TWSC intersections, the overall intersection level of service remains undefined: level of service is only calculated for each minor street lane. In the performance evaluation of TWSC intersections, it is important to consider other measures of effectiveness (MOEs) in addition to delay, such as v/c ratios for individual movements, average queue lengths, and 95th-percentile queue lengths. By focusing on a single MOE for the worst movement only, such as delay for the minor-street left turn, users may make inappropriate traffic control decisions. The potential for making such inappropriate decisions is likely to be particularly pronounced when the HCM level-of-service thresholds are adopted as legal standards, as is the case in many public agencies. Level of Service Average Control Delay per Vehicle (Seconds) A <10.0 B >10.0 and (15.0 C >15.0 and (25.0 D >25.0 and (35.0 E >35.0 and (50.0 F >50.0 221 Appendix D Existing Traffic Conditions Worksheets 222 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 96 2 21 53 0 95 Future Vol, veh/h 96 2 21 53 0 95 Conflicting Peds, #/hr 0 1 1 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 89 Mvmt Flow 101 2 22 56 0 100 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 104 0 204 103 Stage 1 - - - - 103 - Stage 2 - - - - 101 - Critical Hdwy - - 4.53 - 6.4 7.09 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.587 - 3.5 4.101 Pot Cap-1 Maneuver - - 1267 - 789 760 Stage 1 - - - - 926 - Stage 2 - - - - 928 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1266 - 774 759 Mov Cap-2 Maneuver - - - - 774 - Stage 1 - - - - 925 - Stage 2 - - - - 911 - Approach EB WB NB HCM Control Delay, s 0 2.2 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 759 - - 1266 - HCM Lane V/C Ratio 0.132 - - 0.017 - HCM Control Delay (s) 10.5 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 223 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 270 384 127 74 94 v/c Ratio 0.21 0.75 0.07 0.28 0.35 Control Delay 11.4 49.1 3.8 33.1 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 49.1 3.8 33.1 6.9 Queue Length 50th (ft) 15 212 6 33 0 Queue Length 95th (ft) 40 297 12 71 24 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1256 651 1938 325 297 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.59 0.07 0.23 0.32 Intersection Summary 224 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 111 140 357 118 0 0 0 0 68 1 87 Future Volume (vph) 0 111 140 357 118 0 0 0 0 68 1 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3317 1736 2635 1736 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3317 1736 2635 1736 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 119 151 384 127 0 0 0 0 73 1 94 RTOR Reduction (vph) 0 101 0 0 0 0 0 0 0 0 0 82 Lane Group Flow (vph) 0 169 0 384 127 0 0 0 0 0 74 12 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.3 23.6 56.0 9.8 9.8 Effective Green, g (s) 26.3 23.6 56.0 9.8 9.8 Actuated g/C Ratio 0.33 0.30 0.70 0.12 0.12 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1090 512 1844 212 126 v/s Ratio Prot c0.05 c0.22 0.05 c0.04 v/s Ratio Perm 0.01 v/c Ratio 0.15 0.75 0.07 0.35 0.09 Uniform Delay, d1 19.0 25.5 3.8 32.2 31.1 Progression Factor 1.00 1.59 0.83 1.00 1.00 Incremental Delay, d2 0.3 6.4 0.1 1.4 0.4 Delay (s) 19.3 46.9 3.2 33.5 31.6 Level of Service B D A C C Approach Delay (s) 19.3 36.1 0.0 32.4 Approach LOS B D A C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 225 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 70 112 428 103 71 97 v/c Ratio 0.17 0.05 0.26 0.14 0.39 0.26 Control Delay 9.4 7.7 13.0 1.7 32.1 1.7 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 9.4 7.7 13.3 1.7 32.1 1.7 Queue Length 50th (ft) 19 15 46 0 28 0 Queue Length 95th (ft) 40 29 122 6 66 1 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 491 2228 1647 762 340 535 Starvation Cap Reductn 0 0 663 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.05 0.43 0.14 0.21 0.18 Intersection Summary 226 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 69 110 0 0 419 101 56 3 106 0 0 0 Future Volume (vph) 69 110 0 0 419 101 56 3 106 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.98 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1141 1395 Flt Permitted 0.41 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 508 3374 3406 1404 1141 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 70 112 0 0 428 103 57 3 108 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 55 0 9 82 0 0 0 Lane Group Flow (vph) 70 112 0 0 428 48 0 62 15 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 52.8 52.8 37.0 37.0 12.3 12.3 Effective Green, g (s) 52.8 52.8 37.0 37.0 12.3 12.3 Actuated g/C Ratio 0.66 0.66 0.46 0.46 0.15 0.15 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 398 2226 1575 649 175 214 v/s Ratio Prot c0.02 0.03 c0.13 v/s Ratio Perm 0.10 0.03 0.05 0.01 v/c Ratio 0.18 0.05 0.27 0.07 0.35 0.07 Uniform Delay, d1 5.4 4.8 13.2 12.0 30.3 29.0 Progression Factor 1.49 1.44 0.89 1.60 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.4 0.2 2.6 0.3 Delay (s) 8.3 6.9 12.2 19.4 32.8 29.2 Level of Service A A B B C C Approach Delay (s) 7.4 13.6 30.8 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 15.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 227 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 144 13 90 40 58 69 3 82 213 383 v/c Ratio 0.36 0.16 0.08 0.25 0.10 0.38 0.11 0.00 0.44 0.35 0.50 Control Delay 34.9 9.8 34.7 34.2 0.5 41.2 20.8 0.0 41.2 22.8 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 9.8 34.7 34.2 0.5 41.2 20.8 0.0 41.2 22.8 5.0 Queue Length 50th (ft) 36 7 6 21 0 27 25 0 38 82 0 Queue Length 95th (ft) 80 21 23 44 0 64 55 0 82 141 59 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 260 905 162 373 396 154 635 738 190 613 765 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.16 0.08 0.24 0.10 0.38 0.11 0.00 0.43 0.35 0.50 Intersection Summary 228 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2025 Existing VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 75 66 13 88 39 57 68 3 80 209 375 Future Volume (vph) 75 75 66 13 88 39 57 68 3 80 209 375 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3039 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3039 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 77 77 67 13 90 40 58 69 3 82 213 383 RTOR Reduction (vph) 0 48 0 0 0 33 0 0 2 0 0 281 Lane Group Flow (vph) 77 96 0 13 90 7 58 69 1 82 213 102 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 9.6 22.6 1.4 14.4 14.4 8.5 22.3 22.3 7.1 21.4 21.4 Effective Green, g (s) 9.6 22.6 1.4 14.4 14.4 8.5 22.3 22.3 7.1 21.4 21.4 Actuated g/C Ratio 0.12 0.28 0.02 0.18 0.18 0.11 0.28 0.28 0.09 0.27 0.27 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 210 858 31 590 290 152 481 450 154 488 407 v/s Ratio Prot c0.04 0.03 0.01 c0.03 0.04 0.04 c0.05 c0.12 v/s Ratio Perm 0.00 0.00 0.07 v/c Ratio 0.37 0.11 0.42 0.15 0.02 0.38 0.14 0.00 0.53 0.44 0.25 Uniform Delay, d1 32.4 21.3 38.9 27.7 27.0 33.3 21.7 20.8 34.9 24.3 23.0 Progression Factor 0.94 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.1 18.0 0.3 0.1 2.2 0.6 0.0 4.5 2.8 1.5 Delay (s) 32.0 15.2 56.9 27.9 27.1 35.5 22.3 20.8 39.3 27.1 24.5 Level of Service C B E C C D C C D C C Approach Delay (s) 21.0 30.3 28.1 27.1 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 229 Queuing and Blocking Report VA Technology Park Weekday AM - 2025 Existing Weekday AM - 2025 Existing VA Technology Park SimTraffic Report Weekday AM - 2025 Existing Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 52 130 Average Queue (ft) 3 64 95th Queue (ft) 22 107 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 133 96 171 309 97 18 112 96 Average Queue (ft) 41 29 68 188 19 1 48 44 95th Queue (ft) 105 71 135 281 65 17 91 80 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 143 48 71 179 155 70 199 129 Average Queue (ft) 49 11 30 81 46 27 79 22 95th Queue (ft) 107 37 65 146 109 60 156 75 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 230 Queuing and Blocking Report VA Technology Park Weekday AM - 2025 Existing Weekday AM - 2025 Existing VA Technology Park SimTraffic Report Weekday AM - 2025 Existing Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 124 78 102 42 91 88 49 112 94 14 112 162 Average Queue (ft) 50 23 40 12 35 30 21 43 28 1 46 73 95th Queue (ft) 103 58 82 36 75 73 47 94 70 6 91 134 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 144 Average Queue (ft) 57 95th Queue (ft) 106 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 231 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 1 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 91 1 3 90 1 88 Future Vol, veh/h 91 1 3 90 1 88 Conflicting Peds, #/hr 0 1 1 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 86 Mvmt Flow 101 1 3 100 1 98 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 103 0 210 103 Stage 1 - - - - 103 - Stage 2 - - - - 107 - Critical Hdwy - - 4.1 - 6.4 7.06 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 4.074 Pot Cap-1 Maneuver - - 1502 - 783 765 Stage 1 - - - - 926 - Stage 2 - - - - 922 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1501 - 780 764 Mov Cap-2 Maneuver - - - - 780 - Stage 1 - - - - 925 - Stage 2 - - - - 919 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 764 - - 1501 - HCM Lane V/C Ratio 0.129 - - 0.002 - HCM Control Delay (s) 10.4 - - 7.4 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 232 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 246 184 171 112 80 v/c Ratio 0.15 0.58 0.09 0.41 0.29 Control Delay 11.2 33.4 8.1 34.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 33.4 8.1 34.5 4.6 Queue Length 50th (ft) 17 85 14 52 0 Queue Length 95th (ft) 39 160 52 95 14 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1695 431 1985 469 384 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.43 0.09 0.24 0.21 Intersection Summary 233 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 154 83 177 164 0 0 0 0 107 1 77 Future Volume (vph) 0 154 83 177 164 0 0 0 0 107 1 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3642 1736 2735 1709 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3642 1736 2735 1709 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 160 86 184 171 0 0 0 0 111 1 80 RTOR Reduction (vph) 0 49 0 0 0 0 0 0 0 0 0 69 Lane Group Flow (vph) 0 197 0 184 171 0 0 0 0 0 112 11 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 34.5 14.6 55.2 10.6 10.6 Effective Green, g (s) 34.5 14.6 55.2 10.6 10.6 Actuated g/C Ratio 0.43 0.18 0.69 0.13 0.13 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1570 316 1887 226 140 v/s Ratio Prot c0.05 c0.11 0.06 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.13 0.58 0.09 0.50 0.08 Uniform Delay, d1 13.7 29.9 4.1 32.2 30.4 Progression Factor 1.00 0.88 1.63 1.00 1.00 Incremental Delay, d2 0.2 3.2 0.1 2.3 0.3 Delay (s) 13.8 29.6 6.8 34.5 30.7 Level of Service B C A C C Approach Delay (s) 13.8 18.6 0.0 33.0 Approach LOS B B A C Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 234 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 100 169 261 103 127 312 v/c Ratio 0.22 0.08 0.18 0.14 0.49 0.58 Control Delay 12.4 10.3 11.3 0.8 27.9 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.1 Total Delay 12.4 10.3 11.3 0.8 28.0 7.8 Queue Length 50th (ft) 28 24 22 0 47 0 Queue Length 95th (ft) 52 40 65 0 89 58 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 471 2168 1484 720 446 728 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 17 0 0 40 50 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.08 0.18 0.14 0.31 0.46 Intersection Summary 235 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 97 164 0 0 253 100 88 1 337 0 0 0 Future Volume (vph) 97 164 0 0 253 100 88 1 337 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1215 1490 Flt Permitted 0.47 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 611 3505 3438 1455 1215 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 100 169 0 0 261 103 91 1 347 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 61 0 21 251 0 0 0 Lane Group Flow (vph) 100 169 0 0 261 42 0 106 61 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 49.5 49.5 32.9 32.9 15.6 15.6 Effective Green, g (s) 49.5 49.5 32.9 32.9 15.6 15.6 Actuated g/C Ratio 0.62 0.62 0.41 0.41 0.19 0.19 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 442 2168 1413 598 236 290 v/s Ratio Prot c0.02 0.05 0.08 v/s Ratio Perm c0.12 0.03 0.09 0.04 v/c Ratio 0.23 0.08 0.18 0.07 0.45 0.21 Uniform Delay, d1 6.8 6.1 15.0 14.3 28.4 27.0 Progression Factor 1.41 1.41 0.63 0.28 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.3 0.2 2.8 0.8 Delay (s) 10.0 8.7 9.7 4.2 31.2 27.8 Level of Service A A A A C C Approach Delay (s) 9.2 8.1 28.8 0.0 Approach LOS A A C A Intersection Summary HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 236 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 335 193 15 86 93 86 329 11 47 175 199 v/c Ratio 0.91 0.15 0.08 0.21 0.19 0.42 0.55 0.01 0.25 0.43 0.33 Control Delay 57.9 9.8 33.8 32.6 0.8 38.2 31.5 0.0 36.2 32.2 1.4 Queue Delay 22.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.4 9.8 33.8 32.6 0.8 38.2 31.5 0.0 36.2 32.2 1.4 Queue Length 50th (ft) 155 4 7 21 0 40 153 0 22 76 0 Queue Length 95th (ft) #303 34 25 40 0 82 #300 0 54 143 0 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 370 1329 185 502 535 233 596 740 195 406 608 Starvation Cap Reductn 43 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 0.15 0.08 0.17 0.17 0.37 0.55 0.01 0.24 0.43 0.33 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 237 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2025 Existing VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 318 125 58 14 82 88 82 313 10 45 166 189 Future Volume (vph) 318 125 58 14 82 88 82 313 10 45 166 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3415 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3415 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 335 132 61 15 86 93 86 329 11 47 175 199 RTOR Reduction (vph) 0 38 0 0 0 76 0 0 9 0 0 169 Lane Group Flow (vph) 335 155 0 15 86 17 86 329 2 47 175 30 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 16.9 30.2 1.6 14.9 14.9 10.2 16.3 16.3 5.3 11.9 11.9 Effective Green, g (s) 16.9 30.2 1.6 14.9 14.9 10.2 16.3 16.3 5.3 11.9 11.9 Actuated g/C Ratio 0.21 0.38 0.02 0.19 0.19 0.13 0.20 0.20 0.07 0.15 0.15 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 370 1289 36 634 300 207 387 329 119 279 235 v/s Ratio Prot c0.19 c0.05 0.01 0.03 c0.05 c0.17 0.03 0.09 v/s Ratio Perm 0.01 0.00 0.02 v/c Ratio 0.91 0.12 0.42 0.14 0.06 0.42 0.85 0.01 0.39 0.63 0.13 Uniform Delay, d1 30.8 16.2 38.7 27.2 26.8 32.2 30.7 25.4 35.8 32.0 29.5 Progression Factor 0.92 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.1 0.1 15.5 0.2 0.2 1.8 20.3 0.0 2.9 10.2 1.1 Delay (s) 52.4 12.7 54.3 27.4 26.9 34.0 51.0 25.4 38.7 42.2 30.6 Level of Service D B D C C C D C D D C Approach Delay (s) 37.9 29.2 46.9 36.3 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 38.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 238 Queuing and Blocking Report VA Technology Park Weekday PM - 2025 Existing Weekday PM - 2025 Existing VA Technology Park SimTraffic Report Weekday PM - 2025 Existing Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB B14 NB Directions Served L T LR Maximum Queue (ft) 8 4 116 Average Queue (ft) 0 0 60 95th Queue (ft) 5 5 100 Link Distance (ft) 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 131 73 119 201 142 34 145 90 Average Queue (ft) 43 29 47 102 45 1 63 37 95th Queue (ft) 104 64 100 171 110 21 115 75 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 136 64 96 123 111 86 334 288 Average Queue (ft) 56 18 47 47 44 31 160 96 95th Queue (ft) 114 50 84 95 90 67 291 245 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 480 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 239 Queuing and Blocking Report VA Technology Park Weekday PM - 2025 Existing Weekday PM - 2025 Existing VA Technology Park SimTraffic Report Weekday PM - 2025 Existing Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 225 198 145 49 70 103 84 149 270 21 84 158 Average Queue (ft) 169 67 41 13 26 37 40 67 128 4 33 68 95th Queue (ft) 244 167 105 39 59 82 72 137 228 16 69 127 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 11 1 0 Queuing Penalty (veh) 19 2 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 6 0 Queuing Penalty (veh) 1 5 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 74 Average Queue (ft) 33 95th Queue (ft) 60 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 28 240 Appendix E Existing Traffic Conditions Worksheets - Mitigation 241 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 96 2 21 53 0 95 Future Vol, veh/h 96 2 21 53 0 95 Conflicting Peds, #/hr 0 1 1 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 89 Mvmt Flow 101 2 22 56 0 100 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 104 0 204 103 Stage 1 - - - - 103 - Stage 2 - - - - 101 - Critical Hdwy - - 4.53 - 6.4 7.09 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.587 - 3.5 4.101 Pot Cap-1 Maneuver - - 1267 - 789 760 Stage 1 - - - - 926 - Stage 2 - - - - 928 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1266 - 774 759 Mov Cap-2 Maneuver - - - - 774 - Stage 1 - - - - 925 - Stage 2 - - - - 911 - Approach EB WB NB HCM Control Delay, s 0 2.2 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 759 - - 1266 - HCM Lane V/C Ratio 0.132 - - 0.017 - HCM Control Delay (s) 10.5 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 242 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 270 384 127 74 94 v/c Ratio 0.21 0.75 0.07 0.28 0.36 Control Delay 11.3 41.0 5.8 33.6 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.3 41.0 5.8 33.6 7.1 Queue Length 50th (ft) 15 210 6 33 0 Queue Length 95th (ft) 39 295 36 72 25 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1259 670 1945 260 263 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.57 0.07 0.28 0.36 Intersection Summary 243 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 111 140 357 118 0 0 0 0 68 1 87 Future Volume (vph) 0 111 140 357 118 0 0 0 0 68 1 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3317 1736 2635 1736 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3317 1736 2635 1736 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 119 151 384 127 0 0 0 0 73 1 94 RTOR Reduction (vph) 0 101 0 0 0 0 0 0 0 0 0 83 Lane Group Flow (vph) 0 169 0 384 127 0 0 0 0 0 74 11 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.4 23.7 56.2 9.6 9.6 Effective Green, g (s) 26.4 23.7 56.2 9.6 9.6 Actuated g/C Ratio 0.33 0.30 0.70 0.12 0.12 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1094 514 1851 208 124 v/s Ratio Prot c0.05 c0.22 0.05 c0.04 v/s Ratio Perm 0.01 v/c Ratio 0.15 0.75 0.07 0.36 0.09 Uniform Delay, d1 18.9 25.4 3.7 32.4 31.3 Progression Factor 1.00 1.28 1.32 1.00 1.00 Incremental Delay, d2 0.3 6.1 0.1 1.4 0.4 Delay (s) 19.2 38.6 5.0 33.8 31.8 Level of Service B D A C C Approach Delay (s) 19.2 30.3 0.0 32.6 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 27.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 244 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 70 112 428 103 71 97 v/c Ratio 0.17 0.05 0.26 0.13 0.39 0.26 Control Delay 12.1 10.3 14.0 2.1 32.2 1.7 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay 12.1 10.3 14.2 2.1 32.2 1.7 Queue Length 50th (ft) 19 15 70 0 28 0 Queue Length 95th (ft) 38 27 95 0 66 1 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 450 2229 1649 763 255 445 Starvation Cap Reductn 0 0 602 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.05 0.41 0.13 0.28 0.22 Intersection Summary 245 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 69 110 0 0 419 101 56 3 106 0 0 0 Future Volume (vph) 69 110 0 0 419 101 56 3 106 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.98 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1141 1395 Flt Permitted 0.41 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 508 3374 3406 1404 1141 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 70 112 0 0 428 103 57 3 108 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 55 0 9 82 0 0 0 Lane Group Flow (vph) 70 112 0 0 428 48 0 62 15 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 52.9 52.9 37.1 37.1 12.2 12.2 Effective Green, g (s) 52.9 52.9 37.1 37.1 12.2 12.2 Actuated g/C Ratio 0.66 0.66 0.46 0.46 0.15 0.15 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 398 2231 1579 651 174 212 v/s Ratio Prot c0.02 0.03 c0.13 v/s Ratio Perm 0.10 0.03 0.05 0.01 v/c Ratio 0.18 0.05 0.27 0.07 0.35 0.07 Uniform Delay, d1 5.4 4.7 13.2 11.9 30.4 29.0 Progression Factor 1.96 1.94 0.96 2.08 1.00 1.00 Incremental Delay, d2 0.3 0.0 0.4 0.2 2.6 0.3 Delay (s) 10.8 9.3 13.0 24.9 33.0 29.3 Level of Service B A B C C C Approach Delay (s) 9.9 15.3 30.9 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 246 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 69 152 13 90 40 58 69 3 82 213 383 v/c Ratio 0.37 0.38 0.07 0.25 0.11 0.36 0.10 0.00 0.40 0.33 0.48 Control Delay 36.0 14.3 32.9 34.7 0.6 39.7 19.8 0.0 38.3 21.1 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.0 14.3 32.9 34.7 0.6 39.7 19.8 0.0 38.3 21.1 4.6 Queue Length 50th (ft) 35 9 6 22 0 27 24 0 38 78 0 Queue Length 95th (ft) 79 27 22 44 0 63 54 0 80 136 57 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 209 441 198 361 375 168 663 748 227 652 790 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.34 0.07 0.25 0.11 0.35 0.10 0.00 0.36 0.33 0.48 Intersection Summary 247 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2025 Existing - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 75 66 13 88 39 57 68 3 80 209 375 Future Volume (vph) 75 75 66 13 88 39 57 68 3 80 209 375 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 2925 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 2925 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 77 77 67 13 90 40 58 69 3 82 213 383 RTOR Reduction (vph) 0 59 0 0 0 36 0 0 2 0 0 246 Lane Group Flow (vph) 69 93 0 13 90 4 58 69 1 82 213 137 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 9.4 9.4 8.6 8.6 8.6 8.9 29.1 29.1 7.9 28.6 28.6 Effective Green, g (s) 9.4 9.4 8.6 8.6 8.6 8.9 29.1 29.1 7.9 28.6 28.6 Actuated g/C Ratio 0.12 0.12 0.11 0.11 0.11 0.11 0.36 0.36 0.10 0.36 0.36 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 187 343 194 352 173 159 628 587 171 653 544 v/s Ratio Prot c0.04 0.03 0.01 c0.03 0.04 0.04 c0.05 c0.12 v/s Ratio Perm 0.00 0.00 0.09 v/c Ratio 0.37 0.27 0.07 0.26 0.02 0.36 0.11 0.00 0.48 0.33 0.25 Uniform Delay, d1 32.6 32.2 32.1 32.8 31.9 32.9 16.9 16.2 34.1 18.7 18.1 Progression Factor 0.94 0.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.6 0.3 0.8 0.1 1.9 0.4 0.0 2.9 1.3 1.1 Delay (s) 32.2 20.4 32.4 33.6 32.1 34.9 17.2 16.2 37.0 20.0 19.3 Level of Service C C C C C C B B D C B Approach Delay (s) 24.1 33.0 25.1 21.6 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 248 Queuing and Blocking Report VA Technology Park Weekday AM - 2025 Existing - Mitigation Weekday AM - 2025 Existing - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2025 Existing - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement EB WB NB Directions Served TR L LR Maximum Queue (ft) 2 49 127 Average Queue (ft) 0 4 63 95th Queue (ft) 3 25 105 Link Distance (ft) 1397 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 135 84 154 310 118 28 113 102 Average Queue (ft) 45 29 64 191 24 1 47 45 95th Queue (ft) 108 69 125 279 81 16 92 83 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 141 48 76 171 144 74 210 157 Average Queue (ft) 49 13 28 81 46 28 84 24 95th Queue (ft) 106 39 67 146 104 63 163 89 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 249 Queuing and Blocking Report VA Technology Park Weekday AM - 2025 Existing - Mitigation Weekday AM - 2025 Existing - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2025 Existing - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 113 89 98 34 89 87 47 128 99 11 117 168 Average Queue (ft) 42 36 43 8 33 28 21 45 27 1 46 72 95th Queue (ft) 87 74 84 26 72 68 46 101 70 5 90 134 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 141 Average Queue (ft) 55 95th Queue (ft) 104 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1 250 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 1 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 91 1 3 90 1 88 Future Vol, veh/h 91 1 3 90 1 88 Conflicting Peds, #/hr 0 1 1 0 1 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 86 Mvmt Flow 101 1 3 100 1 98 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 103 0 210 103 Stage 1 - - - - 103 - Stage 2 - - - - 107 - Critical Hdwy - - 4.1 - 6.4 7.06 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 4.074 Pot Cap-1 Maneuver - - 1502 - 783 765 Stage 1 - - - - 926 - Stage 2 - - - - 922 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1501 - 780 764 Mov Cap-2 Maneuver - - - - 780 - Stage 1 - - - - 925 - Stage 2 - - - - 919 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 764 - - 1501 - HCM Lane V/C Ratio 0.129 - - 0.002 - HCM Control Delay (s) 10.4 - - 7.4 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 251 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 246 184 171 112 80 v/c Ratio 0.15 0.58 0.09 0.41 0.29 Control Delay 11.2 37.0 6.7 34.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 37.0 6.7 34.5 4.6 Queue Length 50th (ft) 17 88 8 52 0 Queue Length 95th (ft) 39 161 44 95 14 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1694 496 1987 363 325 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.37 0.09 0.31 0.25 Intersection Summary 252 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 154 83 177 164 0 0 0 0 107 1 77 Future Volume (vph) 0 154 83 177 164 0 0 0 0 107 1 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3642 1736 2735 1709 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3642 1736 2735 1709 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 160 86 184 171 0 0 0 0 111 1 80 RTOR Reduction (vph) 0 49 0 0 0 0 0 0 0 0 0 70 Lane Group Flow (vph) 0 197 0 184 171 0 0 0 0 0 112 11 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 34.6 14.6 55.3 10.5 10.5 Effective Green, g (s) 34.6 14.6 55.3 10.5 10.5 Actuated g/C Ratio 0.43 0.18 0.69 0.13 0.13 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1575 316 1890 224 139 v/s Ratio Prot c0.05 c0.11 0.06 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.13 0.58 0.09 0.50 0.08 Uniform Delay, d1 13.6 29.9 4.1 32.3 30.5 Progression Factor 1.00 1.01 1.35 1.00 1.00 Incremental Delay, d2 0.2 3.2 0.1 2.4 0.3 Delay (s) 13.8 33.4 5.6 34.7 30.8 Level of Service B C A C C Approach Delay (s) 13.8 20.0 0.0 33.1 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 253 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 100 169 261 103 127 312 v/c Ratio 0.22 0.08 0.18 0.14 0.50 0.58 Control Delay 12.2 10.0 17.9 1.7 28.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 10.0 17.9 1.7 28.0 7.7 Queue Length 50th (ft) 28 24 42 0 47 0 Queue Length 95th (ft) 53 41 87 12 89 58 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 477 2170 1486 720 416 699 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.08 0.18 0.14 0.31 0.45 Intersection Summary 254 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 97 164 0 0 253 100 88 1 337 0 0 0 Future Volume (vph) 97 164 0 0 253 100 88 1 337 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1215 1490 Flt Permitted 0.47 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 611 3505 3438 1455 1215 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 100 169 0 0 261 103 91 1 347 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 61 0 21 251 0 0 0 Lane Group Flow (vph) 100 169 0 0 261 42 0 106 61 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 49.5 49.5 32.9 32.9 15.6 15.6 Effective Green, g (s) 49.5 49.5 32.9 32.9 15.6 15.6 Actuated g/C Ratio 0.62 0.62 0.41 0.41 0.19 0.19 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 442 2168 1413 598 236 290 v/s Ratio Prot c0.02 0.05 0.08 v/s Ratio Perm c0.12 0.03 0.09 0.04 v/c Ratio 0.23 0.08 0.18 0.07 0.45 0.21 Uniform Delay, d1 6.8 6.1 15.0 14.3 28.4 27.0 Progression Factor 1.38 1.37 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.3 0.2 2.8 0.8 Delay (s) 9.8 8.5 15.3 14.5 31.2 27.8 Level of Service A A B B C C Approach Delay (s) 8.9 15.1 28.8 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 255 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 178 350 15 86 93 86 329 11 47 175 199 v/c Ratio 0.62 0.58 0.09 0.26 0.26 0.45 0.43 0.01 0.26 0.31 0.31 Control Delay 40.3 31.9 35.0 36.5 1.7 41.3 23.5 0.0 38.3 25.0 4.5 Queue Delay 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.5 31.9 35.0 36.5 1.7 41.3 23.5 0.0 38.3 25.0 4.5 Queue Length 50th (ft) 91 82 7 22 0 41 143 0 23 71 0 Queue Length 95th (ft) 159 124 25 44 0 85 229 0 55 127 41 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 336 703 176 332 364 207 757 773 178 573 632 Starvation Cap Reductn 11 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.50 0.09 0.26 0.26 0.42 0.43 0.01 0.26 0.31 0.31 Intersection Summary 256 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2025 Existing - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2025 Existing - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 318 125 58 14 82 88 82 313 10 45 166 189 Future Volume (vph) 318 125 58 14 82 88 82 313 10 45 166 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 3238 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 3238 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 335 132 61 15 86 93 86 329 11 47 175 199 RTOR Reduction (vph) 0 21 0 0 0 84 0 0 7 0 0 138 Lane Group Flow (vph) 178 329 0 15 86 9 86 329 4 47 175 61 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.8 14.8 8.0 8.0 8.0 9.7 29.3 29.3 4.9 25.0 25.0 Effective Green, g (s) 14.8 14.8 8.0 8.0 8.0 9.7 29.3 29.3 4.9 25.0 25.0 Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.12 0.36 0.36 0.06 0.30 0.30 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 287 584 176 332 157 192 678 577 107 573 482 v/s Ratio Prot c0.11 0.10 0.01 c0.03 c0.05 c0.17 0.03 0.09 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.62 0.56 0.09 0.26 0.06 0.45 0.49 0.01 0.44 0.31 0.13 Uniform Delay, d1 31.0 30.6 33.7 34.3 33.6 33.7 20.5 17.0 37.2 21.8 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.7 1.5 0.4 0.9 0.3 2.3 2.5 0.0 3.9 1.4 0.5 Delay (s) 35.7 32.2 34.1 35.1 33.9 35.9 23.0 17.0 41.1 23.2 21.1 Level of Service D C C D C D C B D C C Approach Delay (s) 33.3 34.5 25.4 24.2 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 82.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 257 Queuing and Blocking Report VA Technology Park Weekday PM - 2025 Existing - Mitigation Weekday PM - 2025 Existing - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2025 Existing - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement EB WB B14 NB Directions Served TR L T LR Maximum Queue (ft) 2 10 6 115 Average Queue (ft) 0 0 0 60 95th Queue (ft) 3 6 8 98 Link Distance (ft) 1397 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 126 80 113 211 111 16 148 88 Average Queue (ft) 47 30 44 102 28 1 69 39 95th Queue (ft) 105 65 91 171 81 11 123 76 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 147 69 100 126 124 78 292 245 Average Queue (ft) 55 16 48 57 51 34 140 68 95th Queue (ft) 115 48 87 107 100 69 248 182 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 258 Queuing and Blocking Report VA Technology Park Weekday PM - 2025 Existing - Mitigation Weekday PM - 2025 Existing - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2025 Existing - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 188 161 136 36 74 104 67 148 258 21 78 136 Average Queue (ft) 105 96 71 8 23 37 34 64 111 3 29 62 95th Queue (ft) 160 146 123 26 57 84 59 131 203 14 64 116 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 3 Queuing Penalty (veh) 2 3 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 74 Average Queue (ft) 27 95th Queue (ft) 54 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 4 259 Appendix F In-Process Development Trips 260 Virginia Technology Park - In-Process TripsITE Trip Gen 11th EdArogas ParcelTotal In Out Total In OutStrip Retail Plaza822 22.570 1,000 S.F. 1,182 53 32 21 149 75 74(473) (22) (11) (11) (60) (30) (30)709 31 21 10 89 45 44 Parcel 33-A-12Total In Out Total In OutLight Industrial110 150.000 1,000 S.F. 731 111 98 13 98 14 84731 111 98 13 98 14 84Parcel 33-9-4Total In Out Total In OutWarehousing150 8.810 1,000 S.F. 52 1 1 0 2 1 152 1 1 0 2 1 1Whitehall Commerce Center (Undeveloped Portion)Total In Out Total In OutLight Industrial110 162.000 1,000 S.F. 789 120 106 14 105 15 90789 120 106 14 105 15 90Peak Hour Adjacent StreetWeekday AM Peak Hour Weekday PM Peak Hour Net New TripsLand UseITE CodeUnitsWeekday DailyNet New TripsPass-bys (40% AM/PM)Net New TripsLand UseITE CodeUnitsNet New TripsLand UseITE CodeUnitsLand UsePeak Hour Adjacent StreetWeekday AM Peak Hour Weekday PM Peak Hour Weekday DailyPeak Hour Adjacent StreetWeekday AM Peak Hour Weekday PM Peak Hour Weekday DailyPeak Hour Adjacent StreetWeekday AM Peak Hour Weekday PM Peak Hour ITE CodeUnitsWeekday Daily261 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: F1Net New Site-Generated Trips Arogas Parcel Frederick County, VA F1 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM1 71 4 78 4 4 315 1 8 - ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA AROGAS PARCEL 1 71 4 78 4 4 315 1 8 262 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: F2Pass-by Trips Arogas Parcel Frederick County, VA F2 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM44 44 4 4 8 1 8 - ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA AROGAS PARCEL 1111 1111 11 11 22 3 22 NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION NO PASS-BY TRIPS ASSOCIATED WITH THIS INTERSECTION -1-3263 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: F3Net-New Site-Generated Trips Parcel 33-A-12 Frederick County, VA F3 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA PARCEL 33-A-12 5 1 345 5 1 3439 6 5 1111073 1 4 51 29 4 56 33 29 629111 264 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: F4Net-New Site-Generated Trips Parcel 33-9-4 Frederick County, VA F4 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION PARCEL 33-9-4 1 121 1 1 NO TRIPS ASSOCIATED WITH THIS INTERSECTION NO TRIPS ASSOCIATED WITH THIS INTERSECTION NO TRIPS ASSOCIATED WITH THIS INTERSECTION 265 SITE C:\Users\abutsick\appdata\local\temp\AcPublish_33008\31757_ReportFigs.dwg Jun 06, 2025 - 4:02pm - abutsick Layout Tab: F5Net-New Site-Generated Trips Whitehall Commerce Center (Undeveloped Portions) Frederick County, VA F5 Virginia Technology Park June 2025 FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4 N 669 REST C H U R C H R D MACBE T H L N 670 81 11 MARTINSBURG PKWOOD B I N E R D 321 ZACHARY ANN LNSTAYMAN DRRUEBUCK RD 4 VI R G I N I AWE S T V I R G I N I A WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION* *TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA WHITEHALL COMMERCE CENTER 5 1 375 5 1 3742 6 5 51179 11 1 1 4 51 32 4 56 36 32 1211 68 9 266 Appendix G 2031 Background Traffic Conditions Worksheets 267 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 113 2 23 58 0 101 Future Vol, veh/h 113 2 23 58 0 101 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 89 Mvmt Flow 119 2 24 61 0 106 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 121 0 229 120 Stage 1 - - - - 120 - Stage 2 - - - - 109 - Critical Hdwy - - 4.53 - 6.4 7.09 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.587 - 3.5 4.101 Pot Cap-1 Maneuver - - 1248 - 764 742 Stage 1 - - - - 910 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1248 - 749 742 Mov Cap-2 Maneuver - - - - 749 - Stage 1 - - - - 910 - Stage 2 - - - - 904 - Approach EB WB NB HCM Control Delay, s 0 2.3 10.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 742 - - 1248 - HCM Lane V/C Ratio 0.143 - - 0.019 - HCM Control Delay (s) 10.7 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 268 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 299 427 137 167 100 v/c Ratio 0.30 0.79 0.08 0.57 0.36 Control Delay 13.2 52.4 4.9 38.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 52.4 4.9 38.3 7.3 Queue Length 50th (ft) 19 235 8 77 0 Queue Length 95th (ft) 46 326 14 136 27 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1004 648 1721 327 297 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.66 0.08 0.51 0.34 Intersection Summary 269 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 129 149 397 127 0 0 0 0 154 1 93 Future Volume (vph) 0 129 149 397 127 0 0 0 0 154 1 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3333 1736 2635 1747 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3333 1736 2635 1747 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 139 160 427 137 0 0 0 0 166 1 100 RTOR Reduction (vph) 0 117 0 0 0 0 0 0 0 0 0 83 Lane Group Flow (vph) 0 182 0 427 137 0 0 0 0 0 167 17 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.3 24.9 52.3 13.5 13.5 Effective Green, g (s) 21.3 24.9 52.3 13.5 13.5 Actuated g/C Ratio 0.27 0.31 0.65 0.17 0.17 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 887 540 1722 294 174 v/s Ratio Prot c0.05 c0.25 0.05 c0.10 v/s Ratio Perm 0.02 v/c Ratio 0.20 0.79 0.08 0.57 0.10 Uniform Delay, d1 22.8 25.2 5.1 30.6 28.1 Progression Factor 1.00 1.67 0.89 1.00 1.00 Incremental Delay, d2 0.5 8.0 0.1 3.0 0.3 Delay (s) 23.3 50.0 4.6 33.6 28.4 Level of Service C D A C C Approach Delay (s) 23.3 39.0 0.0 31.7 Approach LOS C D A C Intersection Summary HCM 2000 Control Delay 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 270 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 74 214 474 128 83 179 v/c Ratio 0.19 0.10 0.29 0.17 0.42 0.48 Control Delay 10.7 9.3 12.8 2.3 29.6 9.0 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 10.7 9.3 13.2 2.3 29.6 9.0 Queue Length 50th (ft) 26 38 48 0 30 0 Queue Length 95th (ft) m52 62 137 7 69 49 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 479 2213 1628 755 352 535 Starvation Cap Reductn 0 0 623 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.10 0.47 0.17 0.24 0.33 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 271 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 73 210 0 0 465 125 59 3 195 0 0 0 Future Volume (vph) 73 210 0 0 465 125 59 3 195 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1161 1395 Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 484 3374 3406 1404 1161 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 74 214 0 0 474 128 60 3 199 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 69 0 17 151 0 0 0 Lane Group Flow (vph) 74 214 0 0 474 59 0 66 28 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 52.5 52.5 36.6 36.6 12.6 12.6 Effective Green, g (s) 52.5 52.5 36.6 36.6 12.6 12.6 Actuated g/C Ratio 0.66 0.66 0.46 0.46 0.16 0.16 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 383 2214 1558 642 182 219 v/s Ratio Prot c0.02 0.06 c0.14 v/s Ratio Perm 0.11 0.04 0.06 0.02 v/c Ratio 0.19 0.10 0.30 0.09 0.36 0.13 Uniform Delay, d1 5.5 5.0 13.7 12.3 30.1 29.0 Progression Factor 1.61 1.65 0.83 0.98 1.00 1.00 Incremental Delay, d2 0.3 0.1 0.5 0.3 2.6 0.6 Delay (s) 9.2 8.4 11.8 12.2 32.7 29.5 Level of Service A A B B C C Approach Delay (s) 8.6 11.9 30.5 0.0 Approach LOS A B C A Intersection Summary HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 272 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 105 308 16 122 43 73 78 8 98 236 406 v/c Ratio 0.47 0.31 0.10 0.33 0.11 0.49 0.12 0.01 0.53 0.39 0.53 Control Delay 34.1 6.9 35.0 35.5 0.6 45.6 21.1 0.0 45.0 23.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 6.9 35.0 35.5 0.6 45.6 21.1 0.0 45.0 23.8 5.2 Queue Length 50th (ft) 49 11 8 30 0 35 28 0 47 93 0 Queue Length 95th (ft) 107 38 26 56 0 76 60 0 #96 156 61 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 260 983 162 372 396 151 624 730 187 600 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.31 0.10 0.33 0.11 0.48 0.13 0.01 0.52 0.39 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 273 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Background VA Technology Park Synchro 11 Report Weekday AM - 2031 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 103 159 143 16 120 42 72 76 8 96 231 398 Future Volume (vph) 103 159 143 16 120 42 72 76 8 96 231 398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3031 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3031 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 105 162 146 16 122 43 73 78 8 98 236 406 RTOR Reduction (vph) 0 104 0 0 0 35 0 0 6 0 0 300 Lane Group Flow (vph) 105 204 0 16 122 8 73 78 2 98 236 106 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.3 23.2 1.4 14.3 14.3 8.4 21.9 21.9 6.9 20.9 20.9 Effective Green, g (s) 10.3 23.2 1.4 14.3 14.3 8.4 21.9 21.9 6.9 20.9 20.9 Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.27 0.27 0.09 0.26 0.26 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 225 878 31 586 288 150 472 442 149 477 398 v/s Ratio Prot c0.06 c0.07 0.01 0.04 0.05 0.05 c0.06 c0.13 v/s Ratio Perm 0.00 0.00 0.07 v/c Ratio 0.47 0.23 0.52 0.21 0.03 0.49 0.17 0.00 0.66 0.49 0.27 Uniform Delay, d1 32.3 21.6 39.0 28.0 27.1 33.8 22.1 21.1 35.4 25.1 23.5 Progression Factor 0.86 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.2 26.0 0.4 0.1 3.4 0.8 0.0 11.0 3.6 1.6 Delay (s) 29.8 10.8 65.0 28.4 27.2 37.1 22.9 21.1 46.5 28.7 25.1 Level of Service C B E C C D C C D C C Approach Delay (s) 15.6 31.3 29.3 29.1 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 274 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Background Weekday AM - 2031 Background VA Technology Park SimTraffic Report Weekday AM - 2031 Background Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 45 129 Average Queue (ft) 3 64 95th Queue (ft) 23 104 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 132 100 198 356 115 13 186 110 Average Queue (ft) 47 38 83 218 34 0 91 43 95th Queue (ft) 112 82 157 319 90 10 162 84 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 154 77 126 199 181 74 241 177 Average Queue (ft) 57 23 57 99 57 32 95 41 95th Queue (ft) 124 59 103 172 132 62 184 113 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 275 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Background Weekday AM - 2031 Background VA Technology Park SimTraffic Report Weekday AM - 2031 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 182 133 154 53 116 111 53 138 145 18 121 178 Average Queue (ft) 75 42 63 15 50 41 24 59 35 2 57 86 95th Queue (ft) 145 93 121 43 95 91 50 119 92 12 105 150 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 1 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 145 Average Queue (ft) 65 95th Queue (ft) 112 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 2 276 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 1 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 101 1 3 106 1 95 Future Vol, veh/h 101 1 3 106 1 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 86 Mvmt Flow 112 1 3 118 1 106 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 113 0 237 113 Stage 1 - - - - 113 - Stage 2 - - - - 124 - Critical Hdwy - - 4.1 - 6.4 7.06 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 4.074 Pot Cap-1 Maneuver - - 1489 - 756 754 Stage 1 - - - - 917 - Stage 2 - - - - 907 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1489 - 754 754 Mov Cap-2 Maneuver - - - - 754 - Stage 1 - - - - 917 - Stage 2 - - - - 905 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 754 - - 1489 - HCM Lane V/C Ratio 0.141 - - 0.002 - HCM Control Delay (s) 10.6 - - 7.4 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0 - 277 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 268 286 192 158 85 v/c Ratio 0.21 0.71 0.11 0.51 0.29 Control Delay 14.5 40.2 16.0 35.1 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 40.2 16.0 35.1 4.5 Queue Length 50th (ft) 21 156 27 73 0 Queue Length 95th (ft) 48 233 84 120 16 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1281 450 1754 469 384 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.64 0.11 0.34 0.22 Intersection Summary 278 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 168 89 275 184 0 0 0 0 151 1 82 Future Volume (vph) 0 168 89 275 184 0 0 0 0 151 1 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3645 1736 2735 1708 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3645 1736 2735 1708 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 175 93 286 192 0 0 0 0 157 1 85 RTOR Reduction (vph) 0 62 0 0 0 0 0 0 0 0 0 70 Lane Group Flow (vph) 0 206 0 286 192 0 0 0 0 0 158 15 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.7 18.5 51.3 14.5 14.5 Effective Green, g (s) 26.7 18.5 51.3 14.5 14.5 Actuated g/C Ratio 0.33 0.23 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1216 401 1753 309 192 v/s Ratio Prot c0.06 c0.16 0.07 c0.09 v/s Ratio Perm 0.01 v/c Ratio 0.17 0.71 0.11 0.51 0.08 Uniform Delay, d1 18.8 28.3 5.5 29.6 27.2 Progression Factor 1.00 1.08 2.60 1.00 1.00 Incremental Delay, d2 0.3 6.2 0.1 1.9 0.2 Delay (s) 19.1 36.6 14.5 31.5 27.5 Level of Service B D B C C Approach Delay (s) 19.1 27.7 0.0 30.1 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 279 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 107 222 377 199 138 366 v/c Ratio 0.26 0.10 0.26 0.28 0.50 0.61 Control Delay 14.4 11.7 12.5 2.1 26.6 7.4 Queue Delay 0.0 0.0 0.1 0.2 0.3 0.3 Total Delay 14.4 11.7 12.7 2.3 26.8 7.7 Queue Length 50th (ft) 33 36 32 0 50 0 Queue Length 95th (ft) 62 55 65 m0 92 61 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 432 2118 1423 719 450 763 Starvation Cap Reductn 0 0 326 148 0 0 Spillback Cap Reductn 0 70 0 0 72 91 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.11 0.34 0.35 0.37 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 280 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 215 0 0 366 193 93 1 395 0 0 0 Future Volume (vph) 104 215 0 0 366 193 93 1 395 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1222 1490 Flt Permitted 0.42 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 542 3505 3438 1455 1222 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 107 222 0 0 377 199 96 1 407 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 121 0 23 290 0 0 0 Lane Group Flow (vph) 107 222 0 0 377 78 0 115 76 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.4 48.4 31.5 31.5 16.7 16.7 Effective Green, g (s) 48.4 48.4 31.5 31.5 16.7 16.7 Actuated g/C Ratio 0.60 0.60 0.39 0.39 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 402 2120 1353 572 255 311 v/s Ratio Prot c0.03 0.06 0.11 v/s Ratio Perm c0.13 0.05 0.09 0.05 v/c Ratio 0.27 0.10 0.28 0.14 0.45 0.25 Uniform Delay, d1 7.3 6.7 16.5 15.5 27.6 26.4 Progression Factor 1.48 1.47 0.63 0.30 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.4 0.4 2.6 0.9 Delay (s) 11.4 9.9 10.9 5.1 30.3 27.3 Level of Service B A B A C C Approach Delay (s) 10.4 8.9 28.1 0.0 Approach LOS B A C A Intersection Summary HCM 2000 Control Delay 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 281 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 414 229 24 220 107 157 364 13 53 183 212 v/c Ratio 0.95 0.18 0.15 0.65 0.23 0.73 0.64 0.02 0.29 0.51 0.37 Control Delay 60.9 10.6 36.3 44.3 1.1 54.0 34.0 0.1 38.1 34.9 1.8 Queue Delay 43.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 104.5 10.6 36.3 44.3 1.1 54.0 34.0 0.1 38.1 34.9 1.8 Queue Length 50th (ft) 208 6 11 56 0 76 177 0 25 83 0 Queue Length 95th (ft) #370 28 34 #94 0 #163 #328 0 59 146 0 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 435 1291 157 340 475 223 572 723 180 360 578 Starvation Cap Reductn 88 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.19 0.18 0.15 0.65 0.23 0.70 0.64 0.02 0.29 0.51 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 282 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Background VA Technology Park Synchro 11 Report Weekday PM - 2031 Background Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 393 144 73 23 209 102 149 346 12 50 174 201 Future Volume (vph) 393 144 73 23 209 102 149 346 12 50 174 201 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3405 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3405 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 414 152 77 24 220 107 157 364 13 53 183 212 RTOR Reduction (vph) 0 49 0 0 0 91 0 0 10 0 0 182 Lane Group Flow (vph) 414 180 0 24 220 16 157 364 3 53 183 30 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 19.9 29.2 2.8 12.1 12.1 10.7 16.6 16.6 4.8 11.2 11.2 Effective Green, g (s) 19.9 29.2 2.8 12.1 12.1 10.7 16.6 16.6 4.8 11.2 11.2 Actuated g/C Ratio 0.25 0.36 0.03 0.15 0.15 0.13 0.21 0.21 0.06 0.14 0.14 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 435 1242 63 515 244 217 394 335 108 263 221 v/s Ratio Prot c0.24 0.05 0.01 c0.06 c0.10 c0.19 0.03 0.10 v/s Ratio Perm 0.01 0.00 0.02 v/c Ratio 0.95 0.15 0.38 0.43 0.07 0.72 0.92 0.01 0.49 0.70 0.13 Uniform Delay, d1 29.6 17.0 37.8 30.8 29.1 33.2 31.1 25.2 36.4 32.8 30.2 Progression Factor 0.92 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 29.6 0.1 7.9 1.2 0.2 12.0 29.7 0.0 4.7 14.2 1.3 Delay (s) 56.8 13.4 45.6 32.0 29.3 45.3 60.8 25.2 41.1 47.0 31.4 Level of Service E B D C C D E C D D C Approach Delay (s) 41.3 32.1 55.3 38.9 Approach LOS D C E D Intersection Summary HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 283 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Background Weekday PM - 2031 Background VA Technology Park SimTraffic Report Weekday PM - 2031 Background Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement EB WB NB Directions Served TR L LR Maximum Queue (ft) 6 8 127 Average Queue (ft) 0 0 62 95th Queue (ft) 8 4 102 Link Distance (ft) 1397 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 137 88 124 312 199 63 176 100 Average Queue (ft) 52 38 56 158 73 3 88 39 95th Queue (ft) 118 74 105 267 158 27 152 78 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 180 92 118 149 140 112 473 381 Average Queue (ft) 72 27 62 70 59 51 262 192 95th Queue (ft) 140 69 101 124 113 92 502 418 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 3 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 5 0 Queuing Penalty (veh) 9 1 284 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Background Weekday PM - 2031 Background VA Technology Park SimTraffic Report Weekday PM - 2031 Background Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 237 215 206 68 129 169 102 150 399 73 87 158 Average Queue (ft) 194 117 79 20 61 85 44 107 176 7 34 76 95th Queue (ft) 252 236 199 53 109 148 81 175 327 53 71 138 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 25 5 3 Queuing Penalty (veh) 51 11 6 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 11 0 Queuing Penalty (veh) 15 18 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 93 Average Queue (ft) 39 95th Queue (ft) 73 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 111 285 Appendix H 2031 Background Traffic Conditions Worksheets - Mitigation 286 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 113 2 23 58 0 101 Future Vol, veh/h 113 2 23 58 0 101 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 89 Mvmt Flow 119 2 24 61 0 106 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 121 0 229 120 Stage 1 - - - - 120 - Stage 2 - - - - 109 - Critical Hdwy - - 4.53 - 6.4 7.09 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.587 - 3.5 4.101 Pot Cap-1 Maneuver - - 1248 - 764 742 Stage 1 - - - - 910 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1248 - 749 742 Mov Cap-2 Maneuver - - - - 749 - Stage 1 - - - - 910 - Stage 2 - - - - 904 - Approach EB WB NB HCM Control Delay, s 0 2.3 10.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 742 - - 1248 - HCM Lane V/C Ratio 0.143 - - 0.019 - HCM Control Delay (s) 10.7 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 287 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 299 427 137 167 100 v/c Ratio 0.30 0.79 0.08 0.57 0.36 Control Delay 13.3 43.9 10.6 38.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 43.9 10.6 38.3 7.3 Queue Length 50th (ft) 19 233 8 77 0 Queue Length 95th (ft) 46 324 58 136 27 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 997 664 1721 327 297 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.64 0.08 0.51 0.34 Intersection Summary 288 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 129 149 397 127 0 0 0 0 154 1 93 Future Volume (vph) 0 129 149 397 127 0 0 0 0 154 1 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3333 1736 2635 1747 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3333 1736 2635 1747 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 139 160 427 137 0 0 0 0 166 1 100 RTOR Reduction (vph) 0 118 0 0 0 0 0 0 0 0 0 83 Lane Group Flow (vph) 0 181 0 427 137 0 0 0 0 0 167 17 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.2 25.0 52.3 13.5 13.5 Effective Green, g (s) 21.2 25.0 52.3 13.5 13.5 Actuated g/C Ratio 0.26 0.31 0.65 0.17 0.17 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 883 542 1722 294 174 v/s Ratio Prot c0.05 c0.25 0.05 c0.10 v/s Ratio Perm 0.02 v/c Ratio 0.21 0.79 0.08 0.57 0.10 Uniform Delay, d1 22.9 25.1 5.1 30.6 28.1 Progression Factor 1.00 1.36 1.95 1.00 1.00 Incremental Delay, d2 0.5 7.7 0.1 3.0 0.3 Delay (s) 23.4 41.7 10.0 33.6 28.4 Level of Service C D A C C Approach Delay (s) 23.4 34.0 0.0 31.7 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 289 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 74 214 474 128 83 179 v/c Ratio 0.19 0.10 0.29 0.17 0.42 0.48 Control Delay 16.5 15.2 15.1 3.6 29.9 9.0 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 16.5 15.2 15.4 3.6 29.9 9.0 Queue Length 50th (ft) 26 38 80 0 30 0 Queue Length 95th (ft) m50 60 121 0 69 49 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 427 2212 1627 755 280 460 Starvation Cap Reductn 0 0 580 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.10 0.45 0.17 0.30 0.39 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 290 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 73 210 0 0 465 125 59 3 195 0 0 0 Future Volume (vph) 73 210 0 0 465 125 59 3 195 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1161 1395 Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 484 3374 3406 1404 1161 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 74 214 0 0 474 128 60 3 199 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 69 0 16 151 0 0 0 Lane Group Flow (vph) 74 214 0 0 474 59 0 67 28 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 52.5 52.5 36.6 36.6 12.6 12.6 Effective Green, g (s) 52.5 52.5 36.6 36.6 12.6 12.6 Actuated g/C Ratio 0.66 0.66 0.46 0.46 0.16 0.16 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 383 2214 1558 642 182 219 v/s Ratio Prot c0.02 0.06 c0.14 v/s Ratio Perm 0.11 0.04 0.06 0.02 v/c Ratio 0.19 0.10 0.30 0.09 0.37 0.13 Uniform Delay, d1 5.5 5.0 13.7 12.3 30.1 29.0 Progression Factor 2.58 2.70 0.99 1.67 1.00 1.00 Incremental Delay, d2 0.3 0.1 0.5 0.3 2.6 0.6 Delay (s) 14.6 13.7 13.9 20.8 32.8 29.5 Level of Service B B B C C C Approach Delay (s) 13.9 15.4 30.6 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 291 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 94 319 16 122 43 73 78 8 98 236 406 v/c Ratio 0.44 0.62 0.09 0.37 0.12 0.42 0.12 0.01 0.47 0.38 0.52 Control Delay 33.5 17.2 34.1 37.2 0.7 40.0 20.6 0.0 40.3 23.3 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.5 17.2 34.1 37.2 0.7 40.0 20.6 0.0 40.3 23.3 5.1 Queue Length 50th (ft) 48 15 7 30 0 34 28 0 46 90 0 Queue Length 95th (ft) 107 76 26 56 0 74 60 0 92 157 61 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 245 571 180 328 361 193 646 735 225 619 784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.56 0.09 0.37 0.12 0.38 0.12 0.01 0.44 0.38 0.52 Intersection Summary 292 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Background - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 103 159 143 16 120 42 72 76 8 96 231 398 Future Volume (vph) 103 159 143 16 120 42 72 76 8 96 231 398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 2913 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 2913 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 105 162 146 16 122 43 73 78 8 98 236 406 RTOR Reduction (vph) 0 126 0 0 0 39 0 0 5 0 0 268 Lane Group Flow (vph) 94 193 0 16 122 4 73 78 3 98 236 138 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.7 10.7 8.0 8.0 8.0 9.7 28.2 28.2 8.1 27.1 27.1 Effective Green, g (s) 10.7 10.7 8.0 8.0 8.0 9.7 28.2 28.2 8.1 27.1 27.1 Actuated g/C Ratio 0.13 0.13 0.10 0.10 0.10 0.12 0.35 0.35 0.10 0.34 0.34 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 213 389 180 328 161 173 608 569 175 618 516 v/s Ratio Prot 0.06 c0.07 0.01 c0.04 0.05 0.05 c0.06 c0.13 v/s Ratio Perm 0.00 0.00 0.09 v/c Ratio 0.44 0.49 0.09 0.37 0.03 0.42 0.13 0.00 0.56 0.38 0.27 Uniform Delay, d1 31.9 32.1 32.7 33.7 32.5 32.6 17.6 16.8 34.3 20.1 19.2 Progression Factor 0.86 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 1.3 0.4 1.5 0.1 2.3 0.4 0.0 4.9 1.8 1.3 Delay (s) 29.3 23.1 33.1 35.1 32.6 34.8 18.0 16.8 39.2 21.9 20.5 Level of Service C C C D C C B B D C C Approach Delay (s) 24.5 34.4 25.7 23.4 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 293 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Background - Mitigation Weekday AM - 2031 Background - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2031 Background - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB B14 NB Directions Served L T LR Maximum Queue (ft) 48 6 129 Average Queue (ft) 4 0 66 95th Queue (ft) 26 8 108 Link Distance (ft) 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 136 102 186 325 151 31 168 98 Average Queue (ft) 46 40 82 212 46 1 87 43 95th Queue (ft) 112 86 152 303 113 19 145 81 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 150 92 118 189 175 79 219 167 Average Queue (ft) 52 30 62 102 57 32 97 43 95th Queue (ft) 117 69 104 172 126 66 180 114 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 294 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Background - Mitigation Weekday AM - 2031 Background - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2031 Background - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 163 174 185 41 106 105 52 132 123 19 132 199 Average Queue (ft) 64 71 88 8 46 37 23 56 34 3 57 85 95th Queue (ft) 129 133 151 28 88 85 48 114 93 12 107 156 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 134 Average Queue (ft) 62 95th Queue (ft) 108 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 2 295 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 1 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 101 1 3 106 1 95 Future Vol, veh/h 101 1 3 106 1 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 86 Mvmt Flow 112 1 3 118 1 106 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 113 0 237 113 Stage 1 - - - - 113 - Stage 2 - - - - 124 - Critical Hdwy - - 4.1 - 6.4 7.06 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 4.074 Pot Cap-1 Maneuver - - 1489 - 756 754 Stage 1 - - - - 917 - Stage 2 - - - - 907 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1489 - 754 754 Mov Cap-2 Maneuver - - - - 754 - Stage 1 - - - - 917 - Stage 2 - - - - 905 - Approach EB WB NB HCM Control Delay, s 0 0.2 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 754 - - 1489 - HCM Lane V/C Ratio 0.141 - - 0.002 - HCM Control Delay (s) 10.6 - - 7.4 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0 - 296 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 268 286 192 158 85 v/c Ratio 0.21 0.69 0.11 0.53 0.29 Control Delay 14.7 37.1 12.6 36.4 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 37.1 12.6 36.4 4.8 Queue Length 50th (ft) 21 135 13 73 0 Queue Length 95th (ft) 49 229 73 125 17 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1270 562 1771 363 325 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.51 0.11 0.44 0.26 Intersection Summary 297 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 168 89 275 184 0 0 0 0 151 1 82 Future Volume (vph) 0 168 89 275 184 0 0 0 0 151 1 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3645 1736 2735 1708 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3645 1736 2735 1708 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 175 93 286 192 0 0 0 0 157 1 85 RTOR Reduction (vph) 0 62 0 0 0 0 0 0 0 0 0 70 Lane Group Flow (vph) 0 206 0 286 192 0 0 0 0 0 158 15 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.5 19.2 51.8 14.0 14.0 Effective Green, g (s) 26.5 19.2 51.8 14.0 14.0 Actuated g/C Ratio 0.33 0.24 0.65 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1207 416 1770 298 185 v/s Ratio Prot c0.06 c0.16 0.07 c0.09 v/s Ratio Perm 0.01 v/c Ratio 0.17 0.69 0.11 0.53 0.08 Uniform Delay, d1 19.0 27.7 5.3 30.0 27.6 Progression Factor 1.00 1.05 2.16 1.00 1.00 Incremental Delay, d2 0.3 5.0 0.1 2.3 0.3 Delay (s) 19.3 34.0 11.7 32.3 27.9 Level of Service B C B C C Approach Delay (s) 19.3 25.1 0.0 30.8 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 298 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 107 222 377 199 138 366 v/c Ratio 0.26 0.10 0.26 0.27 0.50 0.61 Control Delay 16.5 13.9 18.7 4.7 27.4 7.5 Queue Delay 0.0 0.0 0.2 0.2 0.0 0.0 Total Delay 16.5 13.9 18.9 5.0 27.4 7.5 Queue Length 50th (ft) 32 35 66 0 51 0 Queue Length 95th (ft) 59 53 120 48 95 62 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 422 2124 1455 731 389 707 Starvation Cap Reductn 0 0 507 167 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.10 0.40 0.35 0.35 0.52 Intersection Summary 299 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 215 0 0 366 193 93 1 395 0 0 0 Future Volume (vph) 104 215 0 0 366 193 93 1 395 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1222 1490 Flt Permitted 0.42 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 544 3505 3438 1455 1222 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 107 222 0 0 377 199 96 1 407 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 119 0 21 290 0 0 0 Lane Group Flow (vph) 107 222 0 0 377 80 0 117 76 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.5 48.5 32.3 32.3 16.6 16.6 Effective Green, g (s) 48.5 48.5 32.3 32.3 16.6 16.6 Actuated g/C Ratio 0.61 0.61 0.40 0.40 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 398 2124 1388 587 253 309 v/s Ratio Prot c0.03 0.06 0.11 v/s Ratio Perm c0.14 0.06 0.10 0.05 v/c Ratio 0.27 0.10 0.27 0.14 0.46 0.25 Uniform Delay, d1 7.3 6.6 16.0 15.1 27.8 26.5 Progression Factor 1.75 1.78 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.5 0.5 2.8 0.9 Delay (s) 13.2 11.9 16.5 15.5 30.5 27.3 Level of Service B B B B C C Approach Delay (s) 12.3 16.1 28.2 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 300 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 215 428 24 220 107 157 364 13 53 183 212 v/c Ratio 0.73 0.69 0.13 0.64 0.29 0.70 0.50 0.02 0.29 0.36 0.36 Control Delay 46.0 34.5 34.5 43.7 1.9 50.7 24.6 0.1 37.7 26.9 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.0 34.5 34.5 43.7 1.9 50.7 24.6 0.1 37.7 26.9 5.2 Queue Length 50th (ft) 109 101 11 56 0 75 158 0 25 75 0 Queue Length 95th (ft) #210 151 33 #93 0 #156 250 0 59 132 45 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 311 652 181 343 374 233 724 753 181 502 586 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.66 0.13 0.64 0.29 0.67 0.50 0.02 0.29 0.36 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 301 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Background - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Background - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 393 144 73 23 209 102 149 346 12 50 174 201 Future Volume (vph) 393 144 73 23 209 102 149 346 12 50 174 201 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 3232 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 3232 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 414 152 77 24 220 107 157 364 13 53 183 212 RTOR Reduction (vph) 0 22 0 0 0 96 0 0 9 0 0 155 Lane Group Flow (vph) 215 406 0 24 220 11 157 364 4 53 183 57 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 14.7 14.7 8.0 8.0 8.0 11.0 26.9 26.9 4.8 21.2 21.2 Effective Green, g (s) 14.7 14.7 8.0 8.0 8.0 11.0 26.9 26.9 4.8 21.2 21.2 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.14 0.34 0.34 0.06 0.27 0.27 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 295 598 181 343 162 225 643 547 109 502 422 v/s Ratio Prot c0.13 0.13 0.01 c0.06 c0.10 c0.19 0.03 0.10 v/s Ratio Perm 0.01 0.00 0.04 v/c Ratio 0.73 0.68 0.13 0.64 0.07 0.70 0.57 0.01 0.49 0.36 0.13 Uniform Delay, d1 30.5 30.2 32.5 34.3 32.3 32.6 21.5 17.4 36.1 23.6 22.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.3 3.3 0.7 5.5 0.4 9.8 3.6 0.0 4.6 2.0 0.7 Delay (s) 39.7 33.5 33.2 39.8 32.7 42.4 25.1 17.4 40.7 25.7 22.8 Level of Service D C C D C D C B D C C Approach Delay (s) 35.6 37.2 30.0 26.1 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 79.4 Sum of lost time (s) 25.0 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 302 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Background - Mitigation Weekday PM - 2031 Background - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2031 Background - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L LR Maximum Queue (ft) 10 120 Average Queue (ft) 1 62 95th Queue (ft) 7 100 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 140 94 125 274 159 45 182 94 Average Queue (ft) 48 39 52 153 56 1 86 40 95th Queue (ft) 112 78 103 236 127 16 151 77 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 154 81 111 183 164 123 314 272 Average Queue (ft) 61 29 58 90 70 55 158 87 95th Queue (ft) 123 65 97 157 137 97 270 218 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 303 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Background - Mitigation Weekday PM - 2031 Background - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2031 Background - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 203 191 183 46 140 190 76 149 327 56 85 143 Average Queue (ft) 121 109 75 12 56 79 37 103 138 5 31 66 95th Queue (ft) 178 168 151 36 113 154 64 168 257 39 67 123 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 3 4 0 Queuing Penalty (veh) 0 10 6 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 81 Average Queue (ft) 33 95th Queue (ft) 65 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 18 304 Appendix I 2031 Total Traffic Conditions Worksheets 305 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 1 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 214 0 22 170 0 90 Future Vol, veh/h 214 0 22 170 0 90 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 100 Mvmt Flow 225 0 23 179 0 95 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 225 0 - 225 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.53 - - 7.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.587 - - 4.2 Pot Cap-1 Maneuver - - 1135 - 0 621 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1135 - - 621 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0.9 11.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 621 - - 1135 - HCM Lane V/C Ratio 0.153 - - 0.02 - HCM Control Delay (s) 11.8 - - 8.2 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 306 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 395 427 199 167 157 v/c Ratio 0.38 0.79 0.12 0.57 0.51 Control Delay 13.8 45.5 8.6 38.3 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 45.5 8.6 38.3 11.8 Queue Length 50th (ft) 27 235 12 77 0 Queue Length 95th (ft) 58 325 66 136 52 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1040 648 1721 327 321 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.66 0.12 0.51 0.49 Intersection Summary 307 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 176 192 397 185 0 0 0 0 154 1 146 Future Volume (vph) 0 176 192 397 185 0 0 0 0 154 1 146 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3342 1736 2635 1747 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3342 1736 2635 1747 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 189 206 427 199 0 0 0 0 166 1 157 RTOR Reduction (vph) 0 151 0 0 0 0 0 0 0 0 0 131 Lane Group Flow (vph) 0 244 0 427 199 0 0 0 0 0 167 26 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.3 24.9 52.3 13.5 13.5 Effective Green, g (s) 21.3 24.9 52.3 13.5 13.5 Actuated g/C Ratio 0.27 0.31 0.65 0.17 0.17 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 889 540 1722 294 174 v/s Ratio Prot c0.07 c0.25 0.08 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.27 0.79 0.12 0.57 0.15 Uniform Delay, d1 23.2 25.2 5.2 30.6 28.4 Progression Factor 1.00 1.40 1.55 1.00 1.00 Incremental Delay, d2 0.8 7.9 0.1 3.0 0.6 Delay (s) 24.0 43.1 8.2 33.6 28.9 Level of Service C D A C C Approach Delay (s) 24.0 32.0 0.0 31.3 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 308 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 118 218 480 128 137 179 v/c Ratio 0.31 0.11 0.34 0.19 0.57 0.42 Control Delay 15.8 11.2 17.2 3.2 34.4 6.8 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 15.8 11.2 17.5 3.2 34.4 6.8 Queue Length 50th (ft) 39 37 55 0 60 0 Queue Length 95th (ft) 82 58 166 7 106 45 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 450 2054 1408 675 339 535 Starvation Cap Reductn 0 0 387 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.11 0.47 0.19 0.40 0.33 Intersection Summary 309 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 214 0 0 470 125 112 3 195 0 0 0 Future Volume (vph) 116 214 0 0 470 125 112 3 195 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.98 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1140 1395 Flt Permitted 0.38 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 467 3374 3406 1404 1140 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 118 218 0 0 480 128 114 3 199 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 78 0 9 142 0 0 0 Lane Group Flow (vph) 118 218 0 0 480 50 0 128 37 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.7 48.7 31.4 31.4 16.4 16.4 Effective Green, g (s) 48.7 48.7 31.4 31.4 16.4 16.4 Actuated g/C Ratio 0.61 0.61 0.39 0.39 0.20 0.20 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 364 2053 1336 551 233 285 v/s Ratio Prot c0.04 0.06 c0.14 v/s Ratio Perm 0.16 0.04 0.11 0.03 v/c Ratio 0.32 0.11 0.36 0.09 0.55 0.13 Uniform Delay, d1 7.3 6.5 17.2 15.3 28.5 26.0 Progression Factor 1.64 1.46 0.85 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.7 0.3 4.7 0.4 Delay (s) 12.7 9.6 15.2 15.7 33.2 26.4 Level of Service B A B B C C Approach Delay (s) 10.7 15.3 29.4 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 310 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 310 16 122 43 77 78 8 98 236 408 v/c Ratio 0.47 0.32 0.10 0.33 0.11 0.51 0.12 0.01 0.53 0.39 0.53 Control Delay 35.0 7.0 35.0 35.5 0.6 46.7 21.1 0.0 45.0 23.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 7.0 35.0 35.5 0.6 46.7 21.1 0.0 45.0 23.8 5.2 Queue Length 50th (ft) 52 13 8 30 0 37 28 0 47 93 0 Queue Length 95th (ft) 105 40 26 56 0 #86 60 0 #96 156 61 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 260 984 162 371 395 152 624 730 187 599 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.32 0.10 0.33 0.11 0.51 0.13 0.01 0.52 0.39 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 311 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 159 145 16 120 42 75 76 8 96 231 400 Future Volume (vph) 105 159 145 16 120 42 75 76 8 96 231 400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3028 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3028 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 107 162 148 16 122 43 77 78 8 98 236 408 RTOR Reduction (vph) 0 105 0 0 0 35 0 0 6 0 0 301 Lane Group Flow (vph) 107 205 0 16 122 8 77 78 2 98 236 107 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.3 23.2 1.4 14.3 14.3 8.4 21.9 21.9 6.9 20.9 20.9 Effective Green, g (s) 10.3 23.2 1.4 14.3 14.3 8.4 21.9 21.9 6.9 20.9 20.9 Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.27 0.27 0.09 0.26 0.26 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 225 878 31 586 288 150 472 442 149 477 398 v/s Ratio Prot c0.06 c0.07 0.01 0.04 0.05 0.05 c0.06 c0.13 v/s Ratio Perm 0.00 0.00 0.07 v/c Ratio 0.48 0.23 0.52 0.21 0.03 0.51 0.17 0.00 0.66 0.49 0.27 Uniform Delay, d1 32.3 21.6 39.0 28.0 27.1 33.9 22.1 21.1 35.4 25.1 23.5 Progression Factor 0.88 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.2 26.0 0.4 0.1 3.9 0.8 0.0 11.0 3.6 1.6 Delay (s) 30.5 11.0 65.0 28.4 27.2 37.8 22.9 21.1 46.5 28.7 25.1 Level of Service C B E C C D C C D C C Approach Delay (s) 16.0 31.3 29.8 29.1 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 312 HCM 6th TWSC VA Technology Park 5: Technology Park Rd & Rest Church Rd Weekday AM - 2031 Total VA Technology Park Synchro 11 Report Weekday AM - 2031 Total Page 8 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 113 8 112 58 5 101 Future Vol, veh/h 113 8 112 58 5 101 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 6 0 2 11 2 2 Mvmt Flow 123 9 122 63 5 110 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 132 0 435 128 Stage 1 - - - - 128 - Stage 2 - - - - 307 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1453 - 578 922 Stage 1 - - - - 898 - Stage 2 - - - - 746 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1453 - 528 922 Mov Cap-2 Maneuver - - - - 528 - Stage 1 - - - - 898 - Stage 2 - - - - 681 - Approach EB WB NB HCM Control Delay, s 0 5.1 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 891 - - 1453 - HCM Lane V/C Ratio 0.129 - - 0.084 - HCM Control Delay (s) 9.6 - - 7.7 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.4 - - 0.3 - 313 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Total Weekday AM - 2031 Total VA Technology Park SimTraffic Report Weekday AM - 2031 Total Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB B14 B14 NB Directions Served L T R Maximum Queue (ft) 62 16 11 133 Average Queue (ft) 8 1 0 66 95th Queue (ft) 38 11 10 107 Link Distance (ft) 226 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 171 132 209 339 159 26 186 127 Average Queue (ft) 71 47 100 207 44 1 88 57 95th Queue (ft) 146 97 176 304 113 18 157 103 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 218 81 117 204 200 82 322 263 Average Queue (ft) 88 23 60 109 78 35 144 66 95th Queue (ft) 177 61 104 187 161 67 256 184 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 1 0 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 314 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Total Weekday AM - 2031 Total VA Technology Park SimTraffic Report Weekday AM - 2031 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 189 145 148 52 116 126 54 139 130 18 140 191 Average Queue (ft) 75 47 67 14 48 44 24 58 33 2 62 85 95th Queue (ft) 148 104 121 41 96 97 50 114 84 11 116 157 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 156 Average Queue (ft) 65 95th Queue (ft) 120 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Technology Park Rd & Rest Church Rd Movement WB NB Directions Served LT LR Maximum Queue (ft) 56 64 Average Queue (ft) 14 36 95th Queue (ft) 45 56 Link Distance (ft) 605 614 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 3 315 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 1 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 163 0 3 126 0 80 Future Vol, veh/h 163 0 3 126 0 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 100 Mvmt Flow 181 0 3 140 0 89 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 181 0 - 181 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 7.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 4.2 Pot Cap-1 Maneuver - - 1407 - 0 662 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1407 - - 662 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0.2 11.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 662 - - 1407 - HCM Lane V/C Ratio 0.134 - - 0.002 - HCM Control Delay (s) 11.3 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0 - 316 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 317 286 203 158 95 v/c Ratio 0.25 0.71 0.12 0.51 0.32 Control Delay 14.2 39.1 15.5 35.1 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 39.1 15.5 35.1 5.6 Queue Length 50th (ft) 25 155 28 73 0 Queue Length 95th (ft) 54 232 87 120 22 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1290 450 1754 469 384 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.64 0.12 0.34 0.25 Intersection Summary 317 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 192 112 275 195 0 0 0 0 151 1 91 Future Volume (vph) 0 192 112 275 195 0 0 0 0 151 1 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3622 1736 2735 1708 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3622 1736 2735 1708 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 200 117 286 203 0 0 0 0 157 1 95 RTOR Reduction (vph) 0 78 0 0 0 0 0 0 0 0 0 78 Lane Group Flow (vph) 0 239 0 286 203 0 0 0 0 0 158 17 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.7 18.5 51.3 14.5 14.5 Effective Green, g (s) 26.7 18.5 51.3 14.5 14.5 Actuated g/C Ratio 0.33 0.23 0.64 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1208 401 1753 309 192 v/s Ratio Prot c0.07 c0.16 0.07 c0.09 v/s Ratio Perm 0.02 v/c Ratio 0.20 0.71 0.12 0.51 0.09 Uniform Delay, d1 19.0 28.3 5.6 29.6 27.3 Progression Factor 1.00 1.04 2.50 1.00 1.00 Incremental Delay, d2 0.4 6.2 0.1 1.9 0.3 Delay (s) 19.4 35.6 14.0 31.5 27.5 Level of Service B D B C C Approach Delay (s) 19.4 26.6 0.0 30.0 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 318 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 131 223 379 199 147 366 v/c Ratio 0.32 0.11 0.28 0.28 0.52 0.60 Control Delay 15.3 11.6 13.3 2.2 27.5 7.2 Queue Delay 0.0 0.0 0.1 0.2 0.3 0.3 Total Delay 15.3 11.6 13.4 2.5 27.8 7.5 Queue Length 50th (ft) 39 34 33 0 55 0 Queue Length 95th (ft) 72 54 83 m0 98 60 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 427 2093 1377 702 447 763 Starvation Cap Reductn 0 0 299 145 0 0 Spillback Cap Reductn 0 62 0 0 73 93 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.11 0.35 0.36 0.39 0.55 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 319 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 216 0 0 368 193 102 1 395 0 0 0 Future Volume (vph) 127 216 0 0 368 193 102 1 395 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1217 1490 Flt Permitted 0.42 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 536 3505 3438 1455 1217 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 131 223 0 0 379 199 105 1 407 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 123 0 21 287 0 0 0 Lane Group Flow (vph) 131 223 0 0 379 76 0 126 79 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 47.8 47.8 30.4 30.4 17.3 17.3 Effective Green, g (s) 47.8 47.8 30.4 30.4 17.3 17.3 Actuated g/C Ratio 0.60 0.60 0.38 0.38 0.22 0.22 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 399 2094 1306 552 263 322 v/s Ratio Prot c0.04 0.06 0.11 v/s Ratio Perm c0.16 0.05 0.10 0.05 v/c Ratio 0.33 0.11 0.29 0.14 0.48 0.25 Uniform Delay, d1 7.8 6.9 17.3 16.2 27.4 25.9 Progression Factor 1.46 1.40 0.64 0.31 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.5 0.4 2.9 0.8 Delay (s) 12.0 9.8 11.5 5.5 30.3 26.8 Level of Service B A B A C C Approach Delay (s) 10.6 9.4 27.8 0.0 Approach LOS B A C A Intersection Summary HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 320 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 414 230 24 220 107 158 364 13 53 183 213 v/c Ratio 0.95 0.18 0.15 0.65 0.23 0.73 0.64 0.02 0.29 0.51 0.37 Control Delay 61.0 10.9 36.3 44.3 1.1 54.4 34.0 0.1 38.1 34.9 1.8 Queue Delay 43.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 104.7 10.9 36.3 44.3 1.1 54.4 34.0 0.1 38.1 34.9 1.8 Queue Length 50th (ft) 208 7 11 56 0 77 177 0 25 83 0 Queue Length 95th (ft) #373 29 34 #94 0 #164 #328 0 59 146 0 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 435 1290 157 340 475 223 572 723 180 360 578 Starvation Cap Reductn 89 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.20 0.18 0.15 0.65 0.23 0.71 0.64 0.02 0.29 0.51 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 321 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 393 144 74 23 209 102 150 346 12 50 174 202 Future Volume (vph) 393 144 74 23 209 102 150 346 12 50 174 202 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1752 3404 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1752 3404 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 414 152 78 24 220 107 158 364 13 53 183 213 RTOR Reduction (vph) 0 50 0 0 0 91 0 0 10 0 0 183 Lane Group Flow (vph) 414 180 0 24 220 16 158 364 3 53 183 30 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 19.9 29.2 2.8 12.1 12.1 10.7 16.6 16.6 4.8 11.2 11.2 Effective Green, g (s) 19.9 29.2 2.8 12.1 12.1 10.7 16.6 16.6 4.8 11.2 11.2 Actuated g/C Ratio 0.25 0.36 0.03 0.15 0.15 0.13 0.21 0.21 0.06 0.14 0.14 Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 435 1242 63 515 244 217 394 335 108 263 221 v/s Ratio Prot c0.24 0.05 0.01 c0.06 c0.10 c0.19 0.03 0.10 v/s Ratio Perm 0.01 0.00 0.02 v/c Ratio 0.95 0.15 0.38 0.43 0.07 0.73 0.92 0.01 0.49 0.70 0.13 Uniform Delay, d1 29.6 17.0 37.8 30.8 29.1 33.3 31.1 25.2 36.4 32.8 30.2 Progression Factor 0.92 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 29.6 0.1 7.9 1.2 0.2 12.3 29.7 0.0 4.7 14.2 1.3 Delay (s) 56.9 13.9 45.6 32.0 29.3 45.5 60.8 25.2 41.1 47.0 31.4 Level of Service E B D C C D E C D D C Approach Delay (s) 41.5 32.1 55.4 38.9 Approach LOS D C E D Intersection Summary HCM 2000 Control Delay 43.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 322 HCM 6th TWSC VA Technology Park 5: Technology Park Rd & Rest Church Rd Weekday PM - 2031 Total VA Technology Park Synchro 11 Report Weekday PM - 2031 Total Page 8 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 101 2 20 106 4 62 Future Vol, veh/h 101 2 20 106 4 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 0 2 4 2 2 Mvmt Flow 110 2 22 115 4 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 112 0 270 111 Stage 1 - - - - 111 - Stage 2 - - - - 159 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1478 - 719 942 Stage 1 - - - - 914 - Stage 2 - - - - 870 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1478 - 707 942 Mov Cap-2 Maneuver - - - - 707 - Stage 1 - - - - 914 - Stage 2 - - - - 856 - Approach EB WB NB HCM Control Delay, s 0 1.2 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 923 - - 1478 - HCM Lane V/C Ratio 0.078 - - 0.015 - HCM Control Delay (s) 9.2 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.3 - - 0 - 323 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Total Weekday PM - 2031 Total VA Technology Park SimTraffic Report Weekday PM - 2031 Total Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB B14 NB Directions Served L T R Maximum Queue (ft) 10 3 131 Average Queue (ft) 0 0 61 95th Queue (ft) 6 4 106 Link Distance (ft) 226 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 153 102 166 326 200 55 183 108 Average Queue (ft) 61 40 66 153 72 3 87 44 95th Queue (ft) 130 80 129 255 144 28 151 86 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 207 105 128 161 153 102 544 424 Average Queue (ft) 87 30 62 74 60 48 314 226 95th Queue (ft) 166 77 106 131 116 86 638 497 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 10 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 14 1 Queuing Penalty (veh) 28 3 324 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Total Weekday PM - 2031 Total VA Technology Park SimTraffic Report Weekday PM - 2031 Total Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L T TR L T T R L T R L T Maximum Queue (ft) 238 221 218 60 138 172 96 150 459 125 85 164 Average Queue (ft) 194 122 89 20 61 81 45 111 192 9 34 80 95th Queue (ft) 253 245 216 51 117 149 80 179 369 68 72 144 Link Distance (ft) 195 195 195 427 427 427 945 980 Upstream Blk Time (%) 26 8 4 Queuing Penalty (veh) 53 17 9 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 4 14 0 0 Queuing Penalty (veh) 13 23 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 107 Average Queue (ft) 38 95th Queue (ft) 78 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Technology Park Rd & Rest Church Rd Movement WB NB Directions Served LT LR Maximum Queue (ft) 40 63 Average Queue (ft) 3 30 95th Queue (ft) 19 53 Link Distance (ft) 605 614 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 145 325 Appendix J 2031 Total Traffic Conditions Worksheets: Mitigation 326 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 1 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 214 0 22 170 0 90 Future Vol, veh/h 214 0 22 170 0 90 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 43 11 0 100 Mvmt Flow 225 0 23 179 0 95 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 225 0 - 225 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.53 - - 7.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.587 - - 4.2 Pot Cap-1 Maneuver - - 1135 - 0 621 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1135 - - 621 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0.9 11.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 621 - - 1135 - HCM Lane V/C Ratio 0.153 - - 0.02 - HCM Control Delay (s) 11.8 - - 8.2 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0.1 - 327 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 395 427 199 167 157 v/c Ratio 0.38 0.79 0.12 0.57 0.51 Control Delay 13.9 39.1 13.0 38.3 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 39.1 13.0 38.3 11.8 Queue Length 50th (ft) 27 226 23 77 0 Queue Length 95th (ft) 59 322 73 136 52 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1033 664 1721 327 321 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.64 0.12 0.51 0.49 Intersection Summary 328 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 176 192 397 185 0 0 0 0 154 1 146 Future Volume (vph) 0 176 192 397 185 0 0 0 0 154 1 146 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3342 1736 2635 1747 1035 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3342 1736 2635 1747 1035 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 189 206 427 199 0 0 0 0 166 1 157 RTOR Reduction (vph) 0 151 0 0 0 0 0 0 0 0 0 131 Lane Group Flow (vph) 0 244 0 427 199 0 0 0 0 0 167 26 Heavy Vehicles (%) 0% 41% 45% 4% 37% 0% 0% 0% 0% 3% 100% 56% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 21.2 25.0 52.3 13.5 13.5 Effective Green, g (s) 21.2 25.0 52.3 13.5 13.5 Actuated g/C Ratio 0.26 0.31 0.65 0.17 0.17 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 885 542 1722 294 174 v/s Ratio Prot c0.07 c0.25 0.08 c0.10 v/s Ratio Perm 0.03 v/c Ratio 0.28 0.79 0.12 0.57 0.15 Uniform Delay, d1 23.3 25.1 5.2 30.6 28.4 Progression Factor 1.00 1.17 2.35 1.00 1.00 Incremental Delay, d2 0.8 7.6 0.1 3.0 0.6 Delay (s) 24.1 36.8 12.3 33.6 28.9 Level of Service C D B C C Approach Delay (s) 24.1 29.0 0.0 31.3 Approach LOS C C A C Intersection Summary HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 329 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 118 218 480 128 137 179 v/c Ratio 0.31 0.11 0.33 0.19 0.58 0.42 Control Delay 17.7 14.7 18.3 3.9 36.0 7.1 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 17.7 14.7 18.6 3.9 36.0 7.1 Queue Length 50th (ft) 38 36 87 0 61 0 Queue Length 95th (ft) 67 55 142 0 111 46 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 392 2070 1450 690 310 505 Starvation Cap Reductn 0 0 423 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.11 0.47 0.19 0.44 0.35 Intersection Summary 330 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 214 0 0 470 125 112 3 195 0 0 0 Future Volume (vph) 116 214 0 0 470 125 112 3 195 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.98 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00 Satd. Flow (prot) 1172 3374 3406 1404 1140 1395 Flt Permitted 0.38 1.00 1.00 1.00 0.96 1.00 Satd. Flow (perm) 470 3374 3406 1404 1140 1395 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 118 218 0 0 480 128 114 3 199 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 76 0 8 143 0 0 0 Lane Group Flow (vph) 118 218 0 0 480 52 0 129 36 0 0 0 Heavy Vehicles (%) 54% 7% 0% 0% 6% 15% 55% 67% 10% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 49.1 49.1 32.4 32.4 16.0 16.0 Effective Green, g (s) 49.1 49.1 32.4 32.4 16.0 16.0 Actuated g/C Ratio 0.61 0.61 0.40 0.40 0.20 0.20 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 363 2070 1379 568 228 279 v/s Ratio Prot c0.03 0.06 0.14 v/s Ratio Perm c0.16 0.04 0.11 0.03 v/c Ratio 0.33 0.11 0.35 0.09 0.57 0.13 Uniform Delay, d1 7.2 6.4 16.5 14.7 28.9 26.3 Progression Factor 1.96 2.01 0.97 1.53 1.00 1.00 Incremental Delay, d2 0.7 0.1 0.6 0.3 5.2 0.4 Delay (s) 14.7 12.9 16.5 22.7 34.1 26.7 Level of Service B B B C C C Approach Delay (s) 13.5 17.9 29.9 0.0 Approach LOS B B C A Intersection Summary HCM 2000 Control Delay 19.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 331 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 96 321 16 122 43 77 78 8 98 236 408 v/c Ratio 0.45 0.62 0.09 0.37 0.12 0.44 0.12 0.01 0.47 0.38 0.52 Control Delay 34.4 22.8 34.1 37.2 0.7 40.2 20.7 0.0 40.3 23.6 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 22.8 34.1 37.2 0.7 40.2 20.7 0.0 40.3 23.6 5.2 Queue Length 50th (ft) 49 17 7 30 0 36 28 0 46 91 0 Queue Length 95th (ft) 110 92 26 56 0 77 60 0 92 158 62 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 249 579 180 328 361 197 644 733 225 614 782 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.55 0.09 0.37 0.12 0.39 0.12 0.01 0.44 0.38 0.52 Intersection Summary 332 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 159 145 16 120 42 75 76 8 96 231 400 Future Volume (vph) 105 159 145 16 120 42 75 76 8 96 231 400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 2910 1805 3282 1615 1433 1727 1615 1736 1827 1524 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 2910 1805 3282 1615 1433 1727 1615 1736 1827 1524 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 107 162 148 16 122 43 77 78 8 98 236 408 RTOR Reduction (vph) 0 128 0 0 0 39 0 0 5 0 0 271 Lane Group Flow (vph) 96 193 0 16 122 4 77 78 3 98 236 137 Heavy Vehicles (%) 3% 4% 18% 0% 10% 0% 26% 10% 0% 4% 4% 6% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 10.7 10.7 8.0 8.0 8.0 9.9 28.2 28.2 8.1 26.9 26.9 Effective Green, g (s) 10.7 10.7 8.0 8.0 8.0 9.9 28.2 28.2 8.1 26.9 26.9 Actuated g/C Ratio 0.13 0.13 0.10 0.10 0.10 0.12 0.35 0.35 0.10 0.34 0.34 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 213 389 180 328 161 177 608 569 175 614 512 v/s Ratio Prot 0.06 c0.07 0.01 c0.04 0.05 0.05 c0.06 c0.13 v/s Ratio Perm 0.00 0.00 0.09 v/c Ratio 0.45 0.50 0.09 0.37 0.03 0.44 0.13 0.00 0.56 0.38 0.27 Uniform Delay, d1 31.9 32.1 32.7 33.7 32.5 32.5 17.6 16.8 34.3 20.2 19.4 Progression Factor 0.88 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 1.3 0.4 1.5 0.1 2.3 0.4 0.0 4.9 1.8 1.3 Delay (s) 30.2 34.0 33.1 35.1 32.6 34.8 18.0 16.8 39.2 22.1 20.6 Level of Service C C C D C C B B D C C Approach Delay (s) 33.1 34.4 25.9 23.5 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 333 HCM 6th TWSC VA Technology Park 5: Technology Park Rd & Rest Church Rd Weekday AM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday AM - 2031 Total - Mitigation Page 8 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 113 8 112 58 5 101 Future Vol, veh/h 113 8 112 58 5 101 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 6 0 2 11 2 2 Mvmt Flow 123 9 122 63 5 110 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 132 0 435 128 Stage 1 - - - - 128 - Stage 2 - - - - 307 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1453 - 578 922 Stage 1 - - - - 898 - Stage 2 - - - - 746 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1453 - 528 922 Mov Cap-2 Maneuver - - - - 528 - Stage 1 - - - - 898 - Stage 2 - - - - 681 - Approach EB WB NB HCM Control Delay, s 0 5.1 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 891 - - 1453 - HCM Lane V/C Ratio 0.129 - - 0.084 - HCM Control Delay (s) 9.6 - - 7.7 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.4 - - 0.3 - 334 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Total - Mitigation Weekday AM - 2031 Total - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2031 Total - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement EB WB NB Directions Served TR L R Maximum Queue (ft) 3 63 146 Average Queue (ft) 0 7 68 95th Queue (ft) 3 36 118 Link Distance (ft) 605 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 179 130 216 325 177 47 178 123 Average Queue (ft) 73 45 102 208 62 2 89 56 95th Queue (ft) 149 94 181 306 138 26 156 97 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 215 84 112 197 197 92 306 249 Average Queue (ft) 81 31 58 113 82 38 141 67 95th Queue (ft) 161 64 100 182 160 74 250 180 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 1 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 335 Queuing and Blocking Report VA Technology Park Weekday AM - 2031 Total - Mitigation Weekday AM - 2031 Total - Mitigation VA Technology Park SimTraffic Report Weekday AM - 2031 Total - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 179 163 178 40 104 101 52 133 116 19 138 170 Average Queue (ft) 65 75 90 8 45 40 22 57 33 2 56 80 95th Queue (ft) 133 134 154 28 88 85 47 114 81 11 110 147 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 138 Average Queue (ft) 63 95th Queue (ft) 114 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Technology Park Rd & Rest Church Rd Movement WB NB Directions Served LT LR Maximum Queue (ft) 59 68 Average Queue (ft) 14 35 95th Queue (ft) 43 56 Link Distance (ft) 605 614 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 3 336 HCM 6th TWSC VA Technology Park 1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 1 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 163 0 3 126 0 80 Future Vol, veh/h 163 0 3 126 0 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 4 0 0 4 0 100 Mvmt Flow 181 0 3 140 0 89 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 181 0 - 181 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - 4.1 - - 7.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - 2.2 - - 4.2 Pot Cap-1 Maneuver - - 1407 - 0 662 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1407 - - 662 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0.2 11.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 662 - - 1407 - HCM Lane V/C Ratio 0.134 - - 0.002 - HCM Control Delay (s) 11.3 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0 - 337 Queues VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 2 Lane Group EBT WBL WBT SBT SBR Lane Group Flow (vph) 317 286 203 158 95 v/c Ratio 0.25 0.69 0.11 0.53 0.33 Control Delay 14.2 39.3 12.2 36.4 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 39.3 12.2 36.4 6.0 Queue Length 50th (ft) 25 142 6 73 0 Queue Length 95th (ft) 54 230 78 125 23 Internal Link Dist (ft) 202 481 849 Turn Bay Length (ft) 640 Base Capacity (vph) 1286 540 1771 363 325 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.53 0.11 0.44 0.29 Intersection Summary 338 HCM Signalized Intersection Capacity Analysis VA Technology Park 2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 192 112 275 195 0 0 0 0 151 1 91 Future Volume (vph) 0 192 112 275 195 0 0 0 0 151 1 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.1 6.2 8.0 8.0 Lane Util. Factor 0.91 1.00 0.95 1.00 1.00 Frt 0.94 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3622 1736 2735 1708 1062 Flt Permitted 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 3622 1736 2735 1708 1062 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 200 117 286 203 0 0 0 0 157 1 95 RTOR Reduction (vph) 0 78 0 0 0 0 0 0 0 0 0 78 Lane Group Flow (vph) 0 239 0 286 203 0 0 0 0 0 158 17 Heavy Vehicles (%) 0% 29% 46% 4% 32% 0% 0% 0% 0% 6% 0% 52% Turn Type NA Prot NA Split NA Perm Protected Phases 2 1 6 3 3 Permitted Phases 3 Actuated Green, G (s) 26.7 19.0 51.8 14.0 14.0 Effective Green, g (s) 26.7 19.0 51.8 14.0 14.0 Actuated g/C Ratio 0.33 0.24 0.65 0.18 0.18 Clearance Time (s) 6.2 6.1 6.2 8.0 8.0 Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0 Lane Grp Cap (vph) 1208 412 1770 298 185 v/s Ratio Prot c0.07 c0.16 0.07 c0.09 v/s Ratio Perm 0.02 v/c Ratio 0.20 0.69 0.11 0.53 0.09 Uniform Delay, d1 19.0 27.8 5.4 30.0 27.7 Progression Factor 1.00 1.12 2.08 1.00 1.00 Incremental Delay, d2 0.4 5.3 0.1 2.3 0.3 Delay (s) 19.4 36.3 11.3 32.3 27.9 Level of Service B D B C C Approach Delay (s) 19.4 25.9 0.0 30.7 Approach LOS B C A C Intersection Summary HCM 2000 Control Delay 25.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 339 Queues VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 4 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 131 223 379 199 147 366 v/c Ratio 0.31 0.11 0.27 0.28 0.53 0.61 Control Delay 15.6 12.3 24.4 11.3 29.1 7.5 Queue Delay 0.0 0.0 0.2 0.3 0.1 0.0 Total Delay 15.6 12.3 24.5 11.6 29.2 7.5 Queue Length 50th (ft) 38 33 95 0 56 0 Queue Length 95th (ft) 65 51 130 m71 105 63 Internal Link Dist (ft) 481 191 609 Turn Bay Length (ft) 480 Base Capacity (vph) 435 2114 1411 714 372 693 Starvation Cap Reductn 0 0 396 181 0 0 Spillback Cap Reductn 0 0 0 0 10 12 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.11 0.37 0.37 0.41 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 340 HCM Signalized Intersection Capacity Analysis VA Technology Park 3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 127 216 0 0 368 193 102 1 395 0 0 0 Future Volume (vph) 127 216 0 0 368 193 102 1 395 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1228 3505 3438 1455 1217 1490 Flt Permitted 0.42 1.00 1.00 1.00 0.97 1.00 Satd. Flow (perm) 539 3505 3438 1455 1217 1490 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 131 223 0 0 379 199 105 1 407 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 121 0 20 289 0 0 0 Lane Group Flow (vph) 131 223 0 0 379 78 0 127 77 0 0 0 Heavy Vehicles (%) 47% 3% 0% 0% 5% 11% 50% 100% 3% 0% 0% 0% Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 4 Actuated Green, G (s) 48.3 48.3 31.2 31.2 16.8 16.8 Effective Green, g (s) 48.3 48.3 31.2 31.2 16.8 16.8 Actuated g/C Ratio 0.60 0.60 0.39 0.39 0.21 0.21 Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 Lane Grp Cap (vph) 402 2116 1340 567 255 312 v/s Ratio Prot c0.04 0.06 0.11 v/s Ratio Perm c0.16 0.05 0.10 0.05 v/c Ratio 0.33 0.11 0.28 0.14 0.50 0.25 Uniform Delay, d1 7.6 6.7 16.7 15.7 27.9 26.3 Progression Factor 1.58 1.57 1.25 2.63 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.4 0.4 3.2 0.9 Delay (s) 12.6 10.6 21.4 41.9 31.1 27.2 Level of Service B B C D C C Approach Delay (s) 11.3 28.4 28.3 0.0 Approach LOS B C C A Intersection Summary HCM 2000 Control Delay 24.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 341 Queues VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 215 429 24 220 107 158 364 13 53 183 213 v/c Ratio 0.70 0.67 0.13 0.65 0.29 0.67 0.51 0.02 0.29 0.38 0.37 Control Delay 40.0 49.4 34.8 44.3 1.9 47.1 25.2 0.1 38.1 28.3 5.7 Queue Delay 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 49.7 34.8 44.3 1.9 47.1 25.2 0.1 38.1 28.3 5.7 Queue Length 50th (ft) 110 113 11 56 0 75 161 0 25 78 0 Queue Length 95th (ft) #204 151 33 #94 0 #149 255 0 59 137 48 Internal Link Dist (ft) 191 394 920 966 Turn Bay Length (ft) 250 150 280 240 290 Base Capacity (vph) 328 688 180 340 373 252 719 748 180 482 570 Starvation Cap Reductn 10 35 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.66 0.13 0.65 0.29 0.63 0.51 0.02 0.29 0.38 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 342 HCM Signalized Intersection Capacity Analysis VA Technology Park 4: US 11 & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 393 144 74 23 209 102 150 346 12 50 174 202 Future Volume (vph) 393 144 74 23 209 102 150 346 12 50 174 202 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1595 3231 1805 3406 1615 1626 1900 1615 1805 1881 1583 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1595 3231 1805 3406 1615 1626 1900 1615 1805 1881 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 414 152 78 24 220 107 158 364 13 53 183 213 RTOR Reduction (vph) 0 23 0 0 0 96 0 0 9 0 0 158 Lane Group Flow (vph) 215 406 0 24 220 11 158 364 4 53 183 55 Heavy Vehicles (%) 3% 1% 0% 0% 6% 0% 11% 0% 0% 0% 1% 2% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 4 2 6 Actuated Green, G (s) 15.3 15.3 8.0 8.0 8.0 11.6 26.9 26.9 4.8 20.6 20.6 Effective Green, g (s) 15.3 15.3 8.0 8.0 8.0 11.6 26.9 26.9 4.8 20.6 20.6 Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.14 0.34 0.34 0.06 0.26 0.26 Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2 Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0 Lane Grp Cap (vph) 305 617 180 340 161 235 638 543 108 484 407 v/s Ratio Prot c0.13 0.13 0.01 c0.06 c0.10 c0.19 0.03 0.10 v/s Ratio Perm 0.01 0.00 0.03 v/c Ratio 0.70 0.66 0.13 0.65 0.07 0.67 0.57 0.01 0.49 0.38 0.13 Uniform Delay, d1 30.2 29.9 32.8 34.6 32.6 32.4 21.8 17.7 36.4 24.4 22.8 Progression Factor 0.92 1.58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 2.8 0.7 5.7 0.4 8.0 3.7 0.0 4.7 2.2 0.7 Delay (s) 34.8 49.9 33.5 40.3 33.0 40.4 25.5 17.7 41.1 26.7 23.5 Level of Service C D C D C D C B D C C Approach Delay (s) 44.9 37.6 29.7 26.9 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 35.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 343 HCM 6th TWSC VA Technology Park 5: Technology Park Rd & Rest Church Rd Weekday PM - 2031 Total - Mitigation VA Technology Park Synchro 11 Report Weekday PM - 2031 Total - Mitigation Page 8 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 101 2 20 106 4 62 Future Vol, veh/h 101 2 20 106 4 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 0 2 4 2 2 Mvmt Flow 110 2 22 115 4 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 112 0 270 111 Stage 1 - - - - 111 - Stage 2 - - - - 159 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1478 - 719 942 Stage 1 - - - - 914 - Stage 2 - - - - 870 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1478 - 707 942 Mov Cap-2 Maneuver - - - - 707 - Stage 1 - - - - 914 - Stage 2 - - - - 856 - Approach EB WB NB HCM Control Delay, s 0 1.2 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 923 - - 1478 - HCM Lane V/C Ratio 0.078 - - 0.015 - HCM Control Delay (s) 9.2 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.3 - - 0 - 344 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Total - Mitigation Weekday PM - 2031 Total - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2031 Total - Mitigation Page 1 Intersection: 1: Zachary Ann Ln & Rest Church Rd Movement WB NB Directions Served L R Maximum Queue (ft) 4 121 Average Queue (ft) 0 62 95th Queue (ft) 4 103 Link Distance (ft) 649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: I-81 SB Ramps & Rest Church Rd Movement EB EB EB WB WB WB SB SB Directions Served T T TR L T T LT R Maximum Queue (ft) 156 92 170 276 160 52 174 110 Average Queue (ft) 62 38 63 152 55 2 87 43 95th Queue (ft) 130 73 122 242 129 28 150 85 Link Distance (ft) 226 226 226 503 503 503 878 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 640 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: I-81 NB Ramps & Rest Church Rd Movement EB EB EB WB WB WB NB NB Directions Served L T T T T R LTR R Maximum Queue (ft) 185 92 111 184 177 117 326 290 Average Queue (ft) 74 26 57 102 80 59 169 100 95th Queue (ft) 147 65 97 166 148 99 289 239 Link Distance (ft) 503 503 503 195 195 195 638 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 480 Storage Blk Time (%) Queuing Penalty (veh) 345 Queuing and Blocking Report VA Technology Park Weekday PM - 2031 Total - Mitigation Weekday PM - 2031 Total - Mitigation VA Technology Park SimTraffic Report Weekday PM - 2031 Total - Mitigation Page 2 Intersection: 4: US 11 & Rest Church Rd Movement EB EB EB WB WB WB WB NB NB NB SB SB Directions Served L LT TR L T T R L T R L T Maximum Queue (ft) 201 188 160 50 151 202 87 149 331 23 82 154 Average Queue (ft) 112 111 86 13 59 88 39 101 142 4 33 67 95th Queue (ft) 176 171 142 36 118 165 68 165 261 17 69 126 Link Distance (ft) 195 195 195 415 415 415 945 977 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 250 150 280 240 Storage Blk Time (%) 3 5 Queuing Penalty (veh) 10 8 Intersection: 4: US 11 & Rest Church Rd Movement SB Directions Served R Maximum Queue (ft) 91 Average Queue (ft) 33 95th Queue (ft) 66 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 290 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Technology Park Rd & Rest Church Rd Movement WB NB Directions Served LT LR Maximum Queue (ft) 40 58 Average Queue (ft) 2 29 95th Queue (ft) 20 51 Link Distance (ft) 605 614 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 19 346