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Home My WebLink AboutPCWorkSessionAgenda2025November5Work Session Call to Order Information/Discussion Items Rezoning #07-25 for Madison 277 - (Mr. Klein) Submitted to rezone +/- 149.02-acres from RA (Rural Areas) Zoning District to the R4 (Residential Planned Community) Zoning District with proffers to develop residential and commercial uses. The property is located at 1702 Fairfax Pike, Stephens City, and is identified by Property Identification Number 87-A-15 in the Opequon Magisterial District. Adjourn to Regular Meeting AGENDA PLANNING COMMISSION WEDNESDAY, NOVEMBER 5, 2025 6:00 PM THE BOARD ROOM FREDERICK COUNTY ADMINISTRATION BUILDING WINCHESTER, VIRGINIA PC11-05-25ApplicationBriefing_REZ07-25_Redacted.pdf PC11-05-25ApplicationBriefing_TIA_REZ07-25.pdf 1 Planning Commission Agenda Item Detail Meeting Date: November 5, 2025 Agenda Section: Information/Discussion Items Title: Rezoning #07-25 for Madison 277 - (Mr. Klein) Attachments: PC11-05-25ApplicationBriefing_REZ07-25_Redacted.pdf PC11-05-25ApplicationBriefing_TIA_REZ07-25.pdf 2 REZONING #07-25 Madison 277 (Madison II LLC) Staff Report for the Planning Commission Prepared: October 27, 2025 Staff Contact: M. Tyler Klein, AICP, Senior Planner Executive Summary: Meeting Schedule Planning Commission: November 5, 2025 Planning Commission: December 3, 2025 Action: Work Session Action: Pending (Public Hearing) Board of Supervisors: January 14, 2026 Action: Pending (Public Hearing) Property Information Property Identification Number (PIN) 87-A-15 Address 1702 Fairfax Pike, White Post Magisterial District Opequon Acreage +/- 149.02 Zoning & Present Land Use Zoning: RA (Rural Areas) Land Use: Agricultural Proposed Zoning R4 (Residential Planned Community District) Adjoining Property Zoning & Present Land Use North: RA (Rural Area) Land Use: Residential & Vacant South: R5 (Residential Recreation Community District) Land Use: Residential (Lake Frederick) East: R5 Land Use: Residential (Lake Frederick) West: RA Land Use: Vacant Proposed Use This is a request to rezone one (1) parcel totaling approximately +/-149.02-acres from the RA (Rural Areas) Zoning District to the R4 (Residential Planned Community) Zoning District with proffers to enable the development of residential and commercial uses. Positives Concerns The proposed rezoning proposes a zoning district, R4, which may be associated with the Plan identified land uses in the Comprehensive Plan for “neighborhood village” and enables uses that could be associated “mixed use office/commercial (MUOC).” The proposed rezoning is not fully consistent with the adopted Plan policy for the Lake Frederick UDA regarding the mix of commercial uses and residential units. The proffer statement does not restrict the use of commercial areas to “medical uses” as envisioned in the Plan and could develop with 3 Page 2 of 9 The proposed design modifications offer alternative standards to Zoning Ordinance requirements that aid to better achieve Plan policy specific to the Lake Frederick UDA. The proffer statement fully implements Capital Impact Model (CapIM) monetary contributions for residential housing types, addressing capital impacts to county services for schools, fire and rescue services, parks and recreation. B1 (Neighborhood Business), B2 (General Business) or RP (Residential Performance) uses. The proffer statement allows for the development of up to 866 residential units, up to 50% of which may be constructed before any commercial square footage is developed. This conflicts with plan policy that envisions residential uses as an accessory component of a neighborhood village commercial center. The proffer statement does not address plan policy specific to “quality of construction and type of land use patterns desired in this area.” Absent from the proffers is commitment to high-quality site design, building materials and building design. The proposed natural surface trail specified in Proffer F-1 and depicted on the GDP does not extend to the property line and otherwise may not be able to be connected to existing natural surface trails in the Lake Frederick community. A signal justification report (SJR) was not conducted during the preliminary comment phase of the rezoning. Proffer G-3 specifies that the applicant will install only a traffic signal and related improvements, if stipulated by the Signal Justification Report (SJR) at the development entrance intersection with Route 277. However, the SJR could require other improvements that, as currently proffered, would not be required to be installed by the Applicant. Proffer G-6 specifies the owner agrees to pay the amount of $2,000,000 for transportation improvements to the off-site intersections in the vicinity of the subject property. Physical improvements are typically preferred to cash contributions particularly due to the likelihood that this amount would not cover the improvements required under the TIA. 4 Page 3 of 9 Review Agency Comments: Review Agency Comment Date Comment Summary Status Virginia Department of Transportation (VDOT) 09/16/2025 See comment letter. Not fully addressed. Frederick Water 10/04/2025 See comment letter. Frederick County Public Works 09/25/2025 “We offer no comment at this time.” Frederick County Parks and Recreation 09/30/2024 See comment letter. Frederick County Fire Marshal 11/01/2024 “Future development shall comply with the Frederick County Fire Prevention Code and other applicable codes pertaining to life safety.” Frederick County Attorney 01/23/2025 Legal form. Addressed. Frederick County Public Schools 10/07/2024 See comment letter. Planning & Zoning Staff Analysis: Site History: A Comprehensive Policy Plan Amendment (CPPA*) #01-23 was approved by the Board of Supervisors on January 10, 2024. The CPPA created a new non-contiguous Urban Development Area (UDA) to encompass the subject property and Lake Frederick community and designated the subject property with a “mixed-use industrial office (MUIO)” and “neighborhood village” land use designation. *The CPPA was requested by the same owner seeking a rezoning. 5 Page 4 of 9 Comprehensive Plan Conformance: The Comprehensive Plan (adopted November 2021) and the Southern Frederick Area Plan (SOFRED, amended 2024) provide guidance on the future development of the subject property. The Plan identifies the subject properties with a land use mix of “mixed use commercial/office (MUCO)” and “neighborhood village.” The subject property is within the limits of the Sewer and Water Service Area (SWSA) and the Urban Development Area (UDA). Further, the SOFRED plan identifies the subject properties within the “Lake Frederick Urban Development Area” sub planning area. The plan states: “Lake Frederick Urban Development Area serves as a focal point to the 277 Triangle; Centers of Economy and as a gateway feature for the Shenandoah/Lake Frederick community and on a broader scale, a gateway feature for Frederick County as citizens and visitors approach the County from the east. This development area should promote a strong positive community image. Residential land uses would be permitted only as an accessory component of the neighborhood village commercial land uses. Previously, a small area of neighborhood village commercial was identified on the south side of Route 277 in the general vicinity of the future entrance of Shenandoah and the existing Sandy’s Mobile Home Park. The 2014 update to the Plan provides for an overall greater area and greater mix of uses in this area that is reflective of a stronger desire to create a more substantial focal point for activity. This is primarily based on the growth and development of the Lake Frederick Community and the involvement of new residents from this area. The existing Lake Frederick community is included in order to serve as the core area of this new Urban Development Area, and to demonstrate the quality of construction and type of land use patterns desired in this area.” The Plan further states: “in order to serve the needs of the growing residential community in and around the Lake Frederick Urban Development Area, medical uses should be considered within the core commercial areas around the Route 277 corridor.” The proposed rezoning proposes a zoning district, R4 (Planned Residential Community District), which is typically associated with the Plan identified land uses in the Comprehensive Plan for “neighborhood village” and enables uses that could be associated “mixed use office/commercial (MUOC).” However, the proffer statement allows for a maximum total of 866 residential units, which would not appear to implement residential uses as greater than an accessory component of a neighborhood village commercial center. The proffer statement enables the owner to construct up to 433 residential units before a minimum of 20,000 square feet (SF) of commercial buildings are constructed (Proffer D-2). This is 50% of the total residential units proposed and may not fully achieve the envisioned “mix” of uses. The proffered “land use and land use matrix” (Proffer B-1) does not specify the uses allowed in the proposed B1 (Neighborhood Business) and B2 (General Business) zoning districts or speak to the Plan envisioned uses for this area of the County. The proffers do prohibit B3 (Industrial Transition), TM (Technology-Manufacturing Park), and M1 (Light Industrial) zoning districts. Finally, the proffer statement does not address Lake Frederick UDA plan policy specific to “quality 6 Page 5 of 9 of construction and type of land use patterns desired in this area.” Absent from the proffers is commitment to high-quality site design, building materials and building design. In this respect, the proposed rezoning is not fully consistent with the adopted Plan policy regarding the mix of commercial uses and residential units and is otherwise silent on a commitment to “medical uses.” Transportation & Site Access: Route 277 (Fairfax Pike) is identified in the Comprehensive Plan as an “improved minor arterial” roadway. Further the Plan envisions a new “minor arterial” roadway across the subject property (identified as future “South Frederick Parkway”). Access to the site, as shown on the proffered generalized development plan (GDP, dated 12/06/2024) is proposed from Fairfax Pike (Route 277; two (2) entrances) and from a future inter-parcel connection with the Lake Frederick community to the east. The proffer statement commits to: • Signalization*, if warranted, to the proposed new site entrance and Route 277 (Proffer G- 3); • Construction of portions of the future four-lane roadway (South Frederick Parkway) and dedication of 105-feet (FT) of right-of-way (ROW) for the future extension to the west by others (Proffer G-4); • Dedication of ROW along Route 277 frontage for future widening and construction of a 10 FT wide multiuse trail within the proposed ROW (Proffer G-5); and • Cash contributions for off-site improvements to Hudson Hollow Road/White Oak Road/Route 277 intersection and improvements to the intersection of Route 522/Route 277/Route 340 intersection (Proffer G-6). *A signal justification report (SJR) was not conducted during the preliminary comment phase of the rezoning. Capital Impacts & Levels-of-Service (LOS): When evaluating capital costs of new residential development, the County projects per unit costs through the Capital Impact Model (CapIM). The model has been designed to project fiscal impacts that may result from land use change decisions. The Board of Supervisors updated the County’s adopted Capital Impact Model on October 9, 2024. Cash proffer categories (enabled by the Code of Virginia) are limited to public safety facilities, school facilities, and parks and recreation facilities. Below is the projected capital impact by unit type from the County’s adopted Capital Impact Model (CapIM) for single-family detached, single-family attached units (townhomes) and multifamily units and the proffered values. 7 Page 6 of 9 Housing Type Capital Impact Model (CapIM) Output Proffer Statement 10/01/2025 Single-Family Detached $17,332 $17,332 Single-Family Attached (Townhome) $15,596 $15,596 Multifamily $9,985 $9,985 Age-Restricted $1,387 $1,387 As proffered (10/01/25), the rezoning fully implements CapIM monetary contributions for proposed residential housing types. The proposed 866-unit residential development is projected to generate up to 203 students (91 elementary school children, 50 middle school children, and 62 high schoolers). This student generation projection assumes a minimum of 228 age-restricted units, however, as proffered they could generate more age-restricted units, further reducing the anticipated students generated. The current public schools’ level of service (LOS, October 2025) for facilities that would serve the proposed development are as follows: Public Schools Level of Service (LOS)* School Program Capacity (2020) Current Enrollment (2023) % CapIM % with proposed development generated students** Armel ES 580 589 101.5% 117% Aylor MS 914 806 88.3% 93.6 Sherando HS 1,323 1,634 123.3% 128% *CapIM Output – October 2025 ** Planning and Development staff generated Note: The LOS analysis above reflects a point-in-time (2025). It does not include pipeline projects (unbuilt residential units) generating new students in the vicinity of the above schools, future redistricting of school service areas, or capital project planning, such as the 4th high school, that may alleviate strain on school capacity. 8 Page 7 of 9 Proffer Statement, Generalized Development Plan (GDP), & Impact Analysis: Proffers (Revision Date 10/01/2025) Staff Comment Proffer A – Generalized Development Plan No comment. Proffer B – Design Modification Document The Zoning Ordinance (§165-501.06(O)) permits modifications of other regulations as part of an application for rezoning to the R4 District. The proposed design modifications offer alternative standards to ZO requirements that aid to better achieve Plan policy specific to the Lake Frederick UDA. Proffer C – Land Use and Land Use Matrix Any uses allowed in the B1 (Neighborhood Business), B2 (General Business) or RP (Residential Performance) zoning districts could be developed. For the B1 and B2 districts, this includes gas/convenience uses, auto repair, self-storage facilities, etc. The Plan envisions “medical uses” within the Lake Frederick UDA as contemplated during the CPPA process. Proffer D – Land Use Phasing Proffer D-2 limits the total residential units to 433 until a certificate of occupancy is obtained for a minimum of 20,000 sf of commercial buildings constructed in Land Bay # 1. This does not appear to fully implement Plan policy regarding the envisioned mix of uses, specifically where the Plan notes residential land uses should be an “accessory component” of the Lake Frederick UDA. Proffer E – Monetary Contributions No comment. Proposed contributions align with CapIM outputs (2025). Proffer F – Recreation Facilities The proposed natural surface trail specified in Proffer F-1 and depicted on the GDP does not extend to the property line and otherwise may not be able to be connected to existing natural 9 Page 8 of 9 surface trails in the Lake Frederick community. Proffer G – Transportation A signal justification report (SJR) was not conducted during the preliminary comment phase of the rezoning. Proffer G-3 could further specify that the applicant will install a traffic signal, or other improvements if stipulated by the SJR at the main entrance intersection with Route 277 as required. At the onset of this project, staff indicated to the owner the above approach, committing to a signal or other improvements, as warranted, would be to only way in which we could support not conducting the SJR prior to the rezoning being processed and decided. Proffer G-6 specifies the owner agrees to pay the amount of $2,000,000 for transportation improvements to the intersection of Hudson Hollow Road/White Oak Road and Fairfax Pike and the intersection of Route 522/Fairfax Pike and Route 340. Physical improvements are typically preferred to cash contributions. VDOT has stated this proffered amount may not cover the full improvements implicated by the TIA. 10 Page 9 of 9 Generalized Development Plan The generalized development plan (GDP) revised December 6, 2024, is included below and reflects proffered improvements, site access, circulation, open space, recreation amenities, and residential land bays. This item is presented at a work session for information and discussion only. A separate public hearing will be held on December 3, 2025. 11 SHENANDOAHSubdivision ¬«277 ¬«277 87 A 15 1840HUDSONHOLLOW RD 1883HUDSON HOLLOW RD 320LAKEFREDERICK DR 105NUTHATCH DR 117HERON CT113HERON CT 123NANDINA PL126NANDINA PL 119SWITCHGRASS WAY 102SWITCHGRASS WAY103MILKWEED DR 113LEATHER FLOWER DR 1540HUDSONHOLLOW RD 1748HUDSONHOLLOW RD 121SONG SPARROW DR113SONG SPARROW DR 116OATGRASS CT 114NANDINA PL 121PINTAILWAY 106WAXWING CT 117SCOTER CT 113BITTERN CT 106FOAM FLOWER DR 106MERLIN CT 2960RACHELCARSON DR 140FOAM FLOWER DR153SONG SPARROW DR 152SONG SPARROW DR 125WALLEYE CT 122WALLEYE CT 119WITHEROD CT 102SCOTER CT 158SONG SPARROW DR 100BARRED OWL WAY 1633HUDSONHOLLOW RD 105MALLARD DR104MALLARD DR 153MALLARD DR 149MALLARD DR 2030FAIRFAXPIKE 1611HUDSONHOLLOW RD 143MALLARD DR 1621HUDSONHOLLOW RD 127MALLARD DR 137MALLARD DR 2030FAIRFAXPIKE 1968FAIRFAX PIKE 2006FAIRFAX PIKE 1998FAIRFAX PIKE 1902FAIRFAXPIKE 1942FAIRFAX PIKE 214APPRENTICE LN 1880FAIRFAX PIKE 270RIDINGS LN 1787FAIRFAXPIKE 1155HUDSONHOLLOW RD 280RIDINGS LN 260RIDINGS LN 201RIDINGS LN 201RIDINGS LN 1588FAIRFAXPIKE 109APPRENTICE LN 1681FAIRFAXPIKE 1290FAIRFAXPIKE 1214FAIRFAXPIKE 1518FAIRFAXPIKE 1500FAIRFAXPIKE 1675FAIRFAXPIKE 1450FAIRFAXPIKE 107APPRENTICE LN 1636FAIRFAXPIKE 1677FAIRFAXPIKE1308FAIRFAXPIKE 1400FAIRFAXPIKE 127APPRENTICE LN 1579FAIRFAXPIKE 1597FAIRFAXPIKE 1615FAIRFAXPIKE 1679FAIRFAXPIKE 1304FAIRFAXPIKE 1436FAIRFAXPIKE 160JOURNEYMAN LN 1555FAIRFAXPIKE 1553FAIRFAXPIKE 206WRIGHTSRUN LN1256FAIRFAXPIKE 1250FAIRFAX PIKE 1312FAIRFAX PIKE 1457FAIRFAXPIKE 1465FAIRFAX PIKE1475FAIRFAXPIKE 1501FAIRFAXPIKE 208WRIGHTSRUN LN 1217FAIRFAXPIKE1227FAIRFAX PIKE 1237FAIRFAX PIKE 1261FAIRFAXPIKE 1301FAIRFAXPIKE 1415FAIRFAXPIKE 1445FAIRFAXPIKE 260WRIGHTSRUN LN 218JOURNEYMAN LN 218JOURNEYMAN LN 259WRIGHTS RUN LN 352WRIGHTSRUN LN 1247FAIRFAXPIKE 294WRIGHTSRUN LN CHOKECHERRYCTFAIRFAXPIKE TEAL CT OATGRASSCT NANDINAPLLE A T H E R FL O W E R D RSMOKEBUSHWAYKINGLETWAYSOURWOODWAYPINTAILWAY SWITCHGRASSWAY BETONYCT WALLEYE CT WINTERGREENWAY WITHEROD CT FOAMFLOWER DR RACHELCARSON DRHUCKLEBERRYCTBITTERN CTRACHELCARSON DR CLEMATISDR SCOTER CTRHO DO D EN DRO NCTBARREDOWL WAYR A C H EL C A R S O N D R S O N G S P A R R O W D R JOURNEYMANLNMALLARD DRF A I R F A X P I K E WRIGHTSRUN LNAPPRENTICE LNRIDINGS LNHUDSON HOLLOW RDFAIRFAX PIKE FAIRFAX PIKE Application Parcels Sewer and Water Service A rea µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 14, 2025 £¤522 FAIRFAX PIKE REARDONRD WEST ST HERONCTSKIPPERDR CLEMATISDR MILKWEEDDRH U D S ON H OL L OW R D FRONTROYALPIKEWALLEYECTLAKEVIEW CIRCOWBIRDSTHUD SONHOLLOW RDPARK DRFORESTLAKE DRCEDARLN APPRENTICELNRIDINGS LNRITTERRDWRIGHTSRUN LNWHITEOAK RDArmel ¬«277 0 1,000 2,000500 Feet CLARKECOUNTY R E Z # 0 7 - 2 5 : M a d i s o n 2 7 7PIN: 8 7 - A - 1 5Rezoning f r o m R A t o R 4Location M a p REZ #07-25 12 SHENANDOAHSubdivision ¬«277 ¬«277 87 A 15 1840HUDSONHOLLOW RD 1883HUDSON HOLLOW RD 320LAKEFREDERICK DR 105NUTHATCH DR 117HERON CT113HERON CT 123NANDINA PL126NANDINA PL 119SWITCHGRASS WAY 102SWITCHGRASS WAY103MILKWEED DR 113LEATHER FLOWER DR 1540HUDSONHOLLOW RD 1748HUDSONHOLLOW RD 121SONG SPARROW DR113SONG SPARROW DR 116OATGRASS CT 114NANDINA PL 121PINTAILWAY 106WAXWING CT 117SCOTER CT 113BITTERN CT 106FOAM FLOWER DR 106MERLIN CT 2960RACHELCARSON DR 140FOAM FLOWER DR153SONG SPARROW DR 152SONG SPARROW DR 125WALLEYE CT 122WALLEYE CT 119WITHEROD CT 102SCOTER CT 158SONG SPARROW DR 100BARRED OWL WAY 1633HUDSONHOLLOW RD 105MALLARD DR104MALLARD DR 153MALLARD DR 149MALLARD DR 2030FAIRFAXPIKE 1611HUDSONHOLLOW RD 143MALLARD DR 1621HUDSONHOLLOW RD 127MALLARD DR 137MALLARD DR 2030FAIRFAXPIKE 1968FAIRFAX PIKE 2006FAIRFAX PIKE 1998FAIRFAX PIKE 1902FAIRFAXPIKE 1942FAIRFAX PIKE 214APPRENTICE LN 1880FAIRFAX PIKE 270RIDINGS LN 1787FAIRFAXPIKE 1155HUDSONHOLLOW RD 280RIDINGS LN 260RIDINGS LN 201RIDINGS LN 201RIDINGS LN 1588FAIRFAXPIKE 109APPRENTICE LN 1681FAIRFAXPIKE 1290FAIRFAXPIKE 1214FAIRFAXPIKE 1518FAIRFAXPIKE 1500FAIRFAXPIKE 1675FAIRFAXPIKE 1450FAIRFAXPIKE 107APPRENTICE LN 1636FAIRFAXPIKE 1677FAIRFAXPIKE1308FAIRFAXPIKE 1400FAIRFAXPIKE 127APPRENTICE LN 1579FAIRFAXPIKE 1597FAIRFAXPIKE 1615FAIRFAXPIKE 1679FAIRFAXPIKE 1304FAIRFAXPIKE 1436FAIRFAXPIKE 160JOURNEYMAN LN 1555FAIRFAXPIKE 1553FAIRFAXPIKE 206WRIGHTSRUN LN1256FAIRFAXPIKE 1250FAIRFAX PIKE 1312FAIRFAX PIKE 1457FAIRFAXPIKE 1465FAIRFAX PIKE1475FAIRFAXPIKE 1501FAIRFAXPIKE 208WRIGHTSRUN LN 1217FAIRFAXPIKE1227FAIRFAX PIKE 1237FAIRFAX PIKE 1261FAIRFAXPIKE 1301FAIRFAXPIKE 1415FAIRFAXPIKE 1445FAIRFAXPIKE 260WRIGHTSRUN LN 218JOURNEYMAN LN 218JOURNEYMAN LN 259WRIGHTS RUN LN 352WRIGHTSRUN LN 1247FAIRFAXPIKE 294WRIGHTSRUN LN CHOKECHERRYCTFAIRFAXPIKE TEAL CT OATGRASSCT NANDINAPLLE A T H E R FL O W E R D RSMOKEBUSHWAYKINGLETWAYSOURWOODWAYPINTAILWAY SWITCHGRASSWAY BETONYCT WALLEYE CT WINTERGREENWAY WITHEROD CT FOAMFLOWER DR RACHELCARSON DRHUCKLEBERRYCTBITTERN CTRACHELCARSON DR CLEMATISDR SCOTER CTRHO DO D EN DRO NCTBARREDOWL WAYR A C H EL C A R S O N D R S O N G S P A R R O W D R JOURNEYMANLNMALLARD DRF A I R F A X P I K E WRIGHTSRUN LNAPPRENTICE LNRIDINGS LNHUDSON HOLLOW RDFAIRFAX PIKE FAIRFAX PIKE Application Parcels Sewer and Water Service A rea M1 (Light Industrial District) MH1 (Mobile Hom e Com m unity District) R5 (Residential Recr eational Comm unity District)µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 14, 2025 £¤522 FAIRFAX PIKE REARDONRD WEST ST HERONCTSKIPPERDR CLEMATISDR MILKWEEDDRH U D S ON H OL L OW R D FRONTROYALPIKEWALLEYECTLAKEVIEW CIRCOWBIRDSTHUD SONHOLLOW RDPARK DRFORESTLAKE DRCEDARLN APPRENTICELNRIDINGS LNRITTERRDWRIGHTSRUN LNWHITEOAK RDArmel ¬«277 0 1,000 2,000500 Feet CLARKECOUNTY R E Z # 0 7 - 2 5 : M a d i s o n 2 7 7PIN: 8 7 - A - 1 5Rezoning f r o m R A t o R 4Zoning M a p REZ #07-25 13 SHENANDOAHSubdivision ¬«277 ¬«277 87 A 15 1840HUDSONHOLLOW RD 1883HUDSON HOLLOW RD 320LAKEFREDERICK DR 105NUTHATCH DR 117HERON CT113HERON CT 123NANDINA PL126NANDINA PL 119SWITCHGRASS WAY 102SWITCHGRASS WAY103MILKWEED DR 113LEATHER FLOWER DR 1540HUDSONHOLLOW RD 1748HUDSONHOLLOW RD 121SONG SPARROW DR113SONG SPARROW DR 116OATGRASS CT 114NANDINA PL 121PINTAILWAY 106WAXWING CT 117SCOTER CT 113BITTERN CT 106FOAM FLOWER DR 106MERLIN CT 2960RACHELCARSON DR 140FOAM FLOWER DR153SONG SPARROW DR 152SONG SPARROW DR 125WALLEYE CT 122WALLEYE CT 119WITHEROD CT 102SCOTER CT 158SONG SPARROW DR 100BARRED OWL WAY 1633HUDSONHOLLOW RD 105MALLARD DR104MALLARD DR 153MALLARD DR 149MALLARD DR 2030FAIRFAXPIKE 1611HUDSONHOLLOW RD 143MALLARD DR 1621HUDSONHOLLOW RD 127MALLARD DR 137MALLARD DR 2030FAIRFAXPIKE 1968FAIRFAX PIKE 2006FAIRFAX PIKE 1998FAIRFAX PIKE 1902FAIRFAXPIKE 1942FAIRFAX PIKE 214APPRENTICE LN 1880FAIRFAX PIKE 270RIDINGS LN 1787FAIRFAXPIKE 1155HUDSONHOLLOW RD 280RIDINGS LN 260RIDINGS LN 201RIDINGS LN 201RIDINGS LN 1588FAIRFAXPIKE 109APPRENTICE LN 1681FAIRFAXPIKE 1290FAIRFAXPIKE 1214FAIRFAXPIKE 1518FAIRFAXPIKE 1500FAIRFAXPIKE 1675FAIRFAXPIKE 1450FAIRFAXPIKE 107APPRENTICE LN 1636FAIRFAXPIKE 1677FAIRFAXPIKE1308FAIRFAXPIKE 1400FAIRFAXPIKE 127APPRENTICE LN 1579FAIRFAXPIKE 1597FAIRFAXPIKE 1615FAIRFAXPIKE 1679FAIRFAXPIKE 1304FAIRFAXPIKE 1436FAIRFAXPIKE 160JOURNEYMAN LN 1555FAIRFAXPIKE 1553FAIRFAXPIKE 206WRIGHTSRUN LN1256FAIRFAXPIKE 1250FAIRFAX PIKE 1312FAIRFAX PIKE 1457FAIRFAXPIKE 1465FAIRFAX PIKE1475FAIRFAXPIKE 1501FAIRFAXPIKE 208WRIGHTSRUN LN 1217FAIRFAXPIKE1227FAIRFAX PIKE 1237FAIRFAX PIKE 1261FAIRFAXPIKE 1301FAIRFAXPIKE 1415FAIRFAXPIKE 1445FAIRFAXPIKE 260WRIGHTSRUN LN 218JOURNEYMAN LN 218JOURNEYMAN LN 259WRIGHTS RUN LN 352WRIGHTSRUN LN 1247FAIRFAXPIKE 294WRIGHTSRUN LN CHOKECHERRYCTFAIRFAXPIKE TEAL CT OATGRASSCT NANDINAPLLE A T H E R FL O W E R D RSMOKEBUSHWAYKINGLETWAYSOURWOODWAYPINTAILWAY SWITCHGRASSWAY BETONYCT WALLEYE CT WINTERGREENWAY WITHEROD CT FOAMFLOWER DR RACHELCARSON DRHUCKLEBERRYCTBITTERN CTRACHELCARSON DR CLEMATISDR SCOTER CTRHO DO D EN DRO NCTBARREDOWL WAYR A C H EL C A R S O N D R S O N G S P A R R O W D R JOURNEYMANLNMALLARD DRF A I R F A X P I K E WRIGHTSRUN LNAPPRENTICE LNRIDINGS LNHUDSON HOLLOW RDFAIRFAX PIKE FAIRFAX PIKE Application Sewer and Water Service A rea Parcels Long R ange Land Use Neighborhood Village Mixed Use Commercial/O ffice Mixed Use Industrial/O ffice Industrial Planned Unit Development Environmental & Recreational Resources µ Frederick C ounty Planning & Development107 N Kent StWinchester, V A 22601540 - 665 - 5651Map Created: October 14, 2025 £¤522 FAIRFAX PIKE REARDONRD WEST ST HERONCTSKIPPERDR CLEMATISDR MILKWEEDDRH U D S ON H OL L OW R D FRONTROYALPIKEWALLEYECTLAKEVIEW CIRCOWBIRDSTHUD SONHOLLOW RDPARK DRFORESTLAKE DRCEDARLN APPRENTICELNRIDINGS LNRITTERRDWRIGHTSRUN LNWHITEOAK RDArmel ¬«277 0 1,000 2,000500 Feet CLARKECOUNTY R E Z # 0 7 - 2 5 : M a d i s o n 2 7 7PIN: 8 7 - A - 1 5Rezoning f r o m R A t o R 4Long R a n g e L a n d U s e M a p REZ #07-25 14 MADISON 277 PROFFER STATEMENT REZONING: RZ#_________ Rural Area (RA) District to Residential Planned Community District (R4) PROPERTY: 149.02 Acres Tax Map 87-A-15, herein after called the “Property” RECORD OWNER: MADISON II, LLC, herein after called the “Owner” APPLICANT: MADISON II, LLC, herein after called the "Applicant” PROJECT NAME: MADISON 277, herein after called the “Project” DATE: December 6, 2024 REVISIONS: October 1, 2025 Preliminary Matters: Pursuant to Section 15.2-2296 Et. Seq. of the Code of Virginia, 1950, as amended, and the provisions of the Frederick County Zoning Ordinance with respect to conditional zoning, the undersigned Owner herby proffers that in the event the Board of Supervisors of Frederick County, Virginia, shall approve Rezoning Application XXXXX for the rezoning of 149.02 +/- acres of Rural Areas (RA) District without proffers to 149.02 +/- acres Residential Planned Community (R4) with proffers, development of the subject Property shall be done in conformity with the terms and conditions set forth herein, except to the extent that such terms and conditions may be subsequently amended or revised by the Applicant and such be approved by the Frederick County Board of Supervisors in accordance with said Code and Zoning Ordinance. In the event that such rezoning is not granted, then these proffers shall be deemed withdrawn and have no effect whatsoever. These proffers shall be binding upon the Owner and any legal successor, heirs, or assigns. The Generalized Development Plan (the “GDP”) dated July 22nd, 2025 (revision date), is attached hereto and incorporated herein by reference as “Exhibit A”. The GDP is provided in lieu of a Master Development Plan and contains all information deemed appropriate by the Frederick County Planning Department. The exact boundary and acreage of each land bay may be shifted to a reasonable degree at the time of the site plan submission for each land bay in order to accommodate engineering or design considerations. MADISON 277 PROFFER STATEMENT A. Generalized Development Plan 1. The Owner/Applicant shall develop the Property in substantial conformance with GDP prepared by Valley Engineering, dated July 22, 2025. The GDP is intended to delineate the general location of the proposed roadway systems identified in the Frederick County Comprehensive Policy Plan, the location of the maximum number of potential entrance locations along the existing roadway systems serving the Property, the general location of the future Minor Arterial roadway (future bypass) Right-of-Way dedication area, the 15 2 of 11 general location of the proposed residential and commercial/medical development, and the general location of the proposed trail system and reserved open space areas. The final location of the proposed improvements listed above can be adjusted, with Planning Director approval, to accommodate final engineering design requirements without the need to revise the GDP provided that the final engineering design is consistent with the overall layout depicted in the GDP. B. Design Modifications Document 1. The Owner/Applicant shall develop the Property in substantial conformance with the Design Modification Document dated July 22, 2025 that is attached and incorporated hereto as Exhibit B. Pursuant to Frederick County Code § 165-501.06 (O), the Design Modifications set forth in Exhibit B shall apply to the Property. C. Land Use and Land Use Matrix 1. The following Land Use Matrix Table provides the general development parameters for this Project. 2. The Owner/Applicant shall limit the residential land use development within the Property to a Maximum of 866 residential units. Unit types and locations may be revised between Landbay’s as long as the total unit count is not exceeded for the overall project, and is compliant with all other applicable proffers. The commercial land use within this property is not limited by any requirement other than allowable uses governed by code and uses excluded in the chart above. 3. Acreages listed in the chart above are approximate and do not include anticipated road ROW dedications. Land Bay #4 (Open Space) may be revised to include a larger area but shall not be reduced below the acreage listed on the chart above. If land bay # 4 is LAND BAY ALLOWED LAND USES EXCLUDED LAND USES ACREAGE (APPROX.) ANTICIPATED NUMBER OF RESIDENTIAL UNITS 1 Uses allowed in RP, B1 and B2 Districts B3, TM, and M1 uses plus Gasoline Stations and Storage Facilities. ±29.0 Acres, of which, 14.9 ac. min. (10%) is Commercial 228 UNITS (AGE RESTRICTED) 2 Uses allowed in RP District B1, B2, B3, TM, and M1uses ±11.0 Acres 288 UNITS 3 Uses allowed in RP District B1, B2, B3, TM, and M1 uses plus Multifamily (Apartments) ±58.0 Acres 350 UNITS 4 Open Space NA ±42.0 Acres NA 16 3 of 11 less than 44.7 acres, additional open space shall be provided within other Land Bays in order to provide a total 30% of open space for the overall project. 4. Approximately 1 acre of Land Bay #4 shall be set aside for dedication to the Virginia Department of Game and Inland Fisheries as an extension to the existing trail system located within the adjacent Lake Frederick community. Refer to GDP for location of 1 acre of land. Dedication shall occur prior to the issuance of the first residential or commercial certificate of occupancy for the project. The acreage that is dedicated shall remain part of the total calculated open space for this project after land is transferred. D. Land Use Phasing 1. Upon issuance of the first residential building permit, no more than 200 units will be constructed every two years, unbuilt units may be carried forward and constructed within any consecutive two-year period cumulatively. This limitation shall not apply to age- restricted units. 2. Total residential units shall be limited to 433 units until a certificate of occupancy is obtained for a minimum of 20,000 sf of commercial building(s) constructed within Land Bay #1. E. Monetary Contributions 1. The Owner/Applicant shall make the following monetary contributions, based on the Frederick County Capital Impacts Model (October 2024 model run): i. Commercial development: $0.10 per square foot of gross floor area ii. Residential (Single- Family and Duplex): $ 17,332 per unit iii. Residential (Townhome): $ 15,596 per unit iv. Residential (Multi- Family): $ 9,985 per unit v. Residential (Age Restricted): $ 1,387 per unit 2. In the event the monetary contributions are paid to the Board within 12 (twelve) months of the approval of this rezoning, applied for by the Owners, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in the Proffer Statement which are paid to the Board after 12 (twelve) months following the approval of this rezoning 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 that date twelve months after approval of this rezoning to the most recently available CPI-U to the date the contributions are paid. F. Recreational Facilities 1. The Owner/Applicant shall construct a natural surface trail (“Nature Trail”) through Land Bay 4 in the general locations as shown on the GDP. This trail shall be designed and constructed prior to the issuance of the 201st residential unit certificate of occupancy. The nature trail shall be available for use as a public trail system and shall be maintained by the property owner’s association established for this project. 17 4 of 11 2. The Owner/Applicant shall construct either 1 larger community building (5,250 sf) or two smaller community buildings (3,500 sf each for a total of 7,000 sf) which will each include a workout/fitness area and a community swimming pool for use by the residents of the project. At least one community building shall be constructed prior to the issuance of the 434th certificate of occupancy for the project. Proposed amenity buildings and pools shall count towards the recreational amenity requirement set forth in the Zoning Ordinance, but do not replace the County Code requirement. G. Transportation 1. Internal roadways serving single family and/or duplex lots shall be dedicated to VDOT’s secondary road system and maintained by VDOT. Internal roads within the townhome and multifamily parking areas, shall either be public or privately maintained. All private roads shall conform to Section 165-202.03 A (14) of the Subdivision Ordinance and Section 144-24 C (2) (a) of the Zoning Ordinance. 2. Points of access are depicted as approximate location on the GDP, subject to County and VDOT approval during the review of final construction documents. The points of access may be adjusted during site planning and construction document preparation, provided that the locations continue to meet County and VDOT approval. 3. If stipulated by a Signal Justification Report (SJR) and subject to VDOT/County approval, the Owner/Applicant shall install a traffic signal, and associated improvements located at the intersection of the proposed Public Street ‘A’ and Rt. 277. The Owner/Applicant shall be responsible for all costs associated with such installation. The installation of the traffic signal shall occur prior to the issuance of the 195th certificate of occupancy for a residential unit within the limits of this Project. 4. The Owner/Applicant shall, subject to VDOT and County approval, construct segments of the proposed 4-lane collector roadway as depicted on the Southern Frederick Land Use Plan Transportation w/ Trails Map dated November 10, 2021, with alignment modifications, and proposed roundabout, as depicted on the Project GDP. The Owner/Applicant will further dedicate 105’ width Right of Way necessary to support the future extension of the roadway by others. The area to be dedicated is identified on the GDP. 5. The Owner/Applicant will dedicate right of way along the entirety of the Route 277 frontage to allow for future roadway improvements (by others). The new ROW line shall be established at a point measured 52.5’ from the existing center line of Route 277. A 10’ wide multi-use asphalt trail shall be constructed within the proposed ROW for the entire project frontage. 6. In the event that the Property is rezoned, the Applicant/Owner agrees to pay the amount of two million dollars ($2,000,000) for transportation improvements to the intersection of Hudson Hollow/White Oak Road (Route 636) and Fairfax Pike (Route 277) and the intersection of US Route 522/Fairfax Pike (Route 277) and Route 340, as listed below. Payment shall be made to Frederick County and due (in full) prior to the issuance of the 195th certificate of occupancy for residential use. Any monetary contributions set forth in the Proffer Statement which are paid to the Board after 12 (twelve) months following the approval of this rezoning 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 18 5 of 11 time contributions are paid, they shall be adjusted by the percentage change in the CPI-U from that date twelve months after approval of this rezoning to the most recently available CPI-U to the date the contributions are paid. i. Hudson Hollow/White Oak Road (Route 636) and Fairfax Pike (Route 277) intersection: a. Eastbound exclusive left turn lane on Fairfax Pike with a storage length of 120 feet. b. Westbound exclusive left turn lane on Fairfax Pike with the minimum VDOT standard storage length (100 feet maximum). ii. US Rt. 522/Fairfax Pike (Route 277) and Route 340 intersection: a. Eastbound exclusive left turn lane on Fairfax Pike with a storage length of 350 feet. b. Westbound right turn lane on Route 340. c. Dual northbound left turn lanes on US Rt. 522 with storage lengths of 260 feet. 7. The Owner/Applicant agrees to provide a 50-foot public right-of-way connection to the adjacent property to the east (tax map parcel #87-A-102A) to allow for future road network connectivity to the adjacent development’s roadway system (Public Street ‘D’ connection to tax map parcel #87-A-102). The location of the connection shall be in the general area depicted on the GDP (between Landbay #1 and Landbay #3). If a street connection is constructed on the opposite side of the property line by the adjacent developer (tax map parcel #87-A-102), then the Owner/Applicant shall construct Public Street ‘D’ within the limits of this project (to the property line) with the following conditions: i. The connection point shall be in general conformity with the approved Master Development Plan (MDP) #01-24 for Lake Frederick, approved July 30, 2025. ii. If internal development has not occurred past the proposed location of the roundabout identified on the GDP, then the street connection shall not be required to be constructed until Public Street ‘C’ is constructed between the proposed roundabout and Landbay #3. OWNER/APPLICANT SIGNATURES ON FOLLOWING PAGES 19 October, 2025 20 7 of 11 MADISON 277 DESIGN MODIFICATION DOCUMENT – PROFFER EXHIBIT B December 6, 2024 (Revised 7-22-25) 21 8 of 11 MODIFICATION #1 § 165-501.02 REZONING PROCEDURE Ordinance Requirement: Current Zoning states, “In order to have land rezoned to R4 District, a master development plan, meeting all requirements of Article VIII of this chapter, shall be submitted with the rezoning application.” Alternative Standard: In order to have land rezoned to the R4 District, a proffered Generalized Development Plan, GDP, which identifies the concept of the overall acreage and its relationship to adjacent properties and roadways shall be submitted with the rezoning application. The GDP for Madison 277 will provide landbays to identify the proposed general land use layout for the entire parcel. The Proffer Statement for Madison 277 will also provide a Land Use Matrix describing residential and non-residential land uses within each landbay, the anticipated acreage and units within each landbay governed under R4 Zoning regulations. A Master Development Plan will be provided to the County prior to the construction documentation phase of design. Justification for Modification: Projects such as this are impacted by changes in market demand for both residential and commercial unit types, design impacts from environmental features/concerns only learned about during the preparation of construction documents, and construction scheduling/delivery. The Owner/Applicant is prepared to make generalized/basic decisions for the overall development and layout based upon the current understanding of the project. This allows the creation of a conceptual layout of roadways and land use patterns which will inform staff and interested citizens of the project goals should the rezoning be granted. The use of a Generalized Development Plan and Proffer Statement for this purpose is reasonable and just as they illustrate the overall goals of the project while also setting standards to be used in the creation of the Master Development Plan following the rezoning. For these stated reasons, it is requested that a Generalized Plan of Development be permitted to replace the more detailed Master Development Plan during this rezoning process. A Master Development Plan will then be provided prior to Construction Drawings to ensure conformance to the GDP. 22 9 of 11 MODIFICATION #2 § 165-501.06(C) Residential Density Ordinance Requirement: Residential Density. The maximum allowed gross density for residences in the planned community development shall be four units per acre. Alternative Standard: Residential Density. The maximum allowed gross density for residences in the Madison 277 planned community development shall be ±5.81 units per acre. Justification for Modification The slight increase in residential density will allow for the preservation of a large natural area (Landbay #4, 40 acres minimum) by creating denser pockets of development. Denser development adjacent to Rt. 277 and the commercial portion of the project will allow the rural character of the back portion of the site to be maintained. The development will also be more efficient, limiting the amount of additional infrastructure to be constructed. 23 10 of 11 MODIFICATION #3 165-501.06(G) Buffers and Screening Ordinance Requirement: Buffers and Screening. Buffers and Screening shall be provided between various use types and housing types as if the uses were located within the RP, B1, B2, or M1 Zoning District according to the uses allowed in those districts. Buffers and Screening shall be provided accordingly as specified in § 165-203.02 of this Chapter. Road efficiency buffers shall be provided according to the requirements of this section. In addition, along the perimeter boundary of the Residential Planned Community District, buffers and screens shall be provided in relation to adjoining properties as if the uses in the planned community were located in the RP, B1, B2, or M1 Zoning Districts. Alternate Standard: Buffers and screening shall be provided along the perimeter boundary of the Residential Planned Community District where proposed Commercial, Retail, Medical, and Office uses adjoin existing residential land uses, or where multifamily residential units adjoin existing single family detached residential land uses. Buffers and screening shall be provided according to specifications outlined in § 165-203.02(C), § 165-203.02(D), and § 165-203.02(E). Justification for Modification Madison 277 is a planned mixed-use Neighborhood Village project that will contain single family, multi-family, townhomes, duplex and age restricted residential unit types, along with commercial/medical uses. Uses within this type of development are designed to function, support, and promote this mixed-use concept and the requirement for internal buffers and screening only works to diminish this design concept. The proposed Alternate Standard provides acceptable perimeter screening based adjoining zoning classifications. 24 11 of 11 MODIFICATION #4 § 165-402.09(K)(D1) Age-Restricted Multifamily Ordinance Requirement: Principal building (max): The maximum structure height for any principal building shall be 40 feet. The Board of Supervisors may waive the forty-foot height limitation, provided that it will not negatively impact adjacent residential uses. In no case shall any principal building exceed 60 feet in height. Alternate Standard: The maximum structure height for any Age-Restricted Multifamily Housing building shall be 60 feet, provided that a building may be erected to a maximum of 60 feet if it is set back from road right-of-ways and from lot lines, a distance of not less than one foot for each one foot of height that it exceeds the forty-foot limit. Justification for Modification: Madison 277 will provide age-restricted housing that may be similar in size and scale as traditional multifamily residential buildings; therefore, the proposed modification will provide a similar building height as the adjacent multifamily buildings. Both multifamily and age-restricted multifamily uses are limited within the GDP in order to transition building heights from the internally located multifamily structures and the future adjacent residential development. 25 26 MADISON 277 IMPACT ANALYSIS STATEMENT October 7, 2025 INTRODUCTION This report has been prepared for the purpose of assessing the impact on Frederick County infrastructure and facilities by the proposed rezoning of a 149.02 acre parcel of land to R4, Residential Planned Community District. The property is currently owned by Madison II, LLC and is identified within public records as Tax Map 87-A-15. The parcel sits on the south side of State Route 277, Fairfax Pike, approximately 3.15 miles east of Interstate 81. The parcel is currently zoned RA, Rural Area, and lies completely within the Opequan Magisterial District and immediately adjacent to the Lake Frederick residential community. Upon the rezoning of the parcel to R4 the area adjacent to Fairfax Pike will be developed with a combination of both age restricted residential and healthcare/commercial units and the remaining area will be various forms of residential construction. Site Information LOCATION: The Parcel, Tax Map 87-A-15, Fronts on the south side of Fairfax Pike, State Route 277. MAGISTERIAL DIST: Opequan District CURRENT ZONING: Rural Area District (RA) CURRENT USE: One SF residential structure and vacant farm land PROPOSED ZONING: Residential Planned Community District (R4) PROPOSED USE: Mix of healthcare/commercial and residential units TOTAL REZONING: 149.02 Acres Conditional with Proffers PROP. DENSITY: 5.81 Units/acre by Design Modification (Zoning Ord. §165-501.03 RP) COMPREHENSIVE POLICY PLAN Urban Development Area The Urban Development Area (UDA) defines the area in which residential, commercial, and other development types are encouraged. The parcel under consideration was shown as a mix of residential, industrial, and commercial development types within the Comprehensive Plan, but this parcel was not within the limits of the UDA. The process to revise the Comprehensive plan, specifically the UDA, was initiated by the current owner and was approved at the January 10, 2024 Frederick County Board of Supervisors meeting which created a separate, noncontiguous UDA that included this parcel. The full 149.02 acres of this parcel is within the UDA limits. Sewer and Water Service Area 27 2 of 6 The Sewer and Water Service Area (SWSA) defines the areas of the county where sanitary sewer and water services exist or are planned for in future growth. The entire parcel under consideration is within the limits of the current SWSA. As part of the previously mentioned Comprehensive Plan amendment process, Frederick Water commented that, “Water supply for the Madison II project would be via and existing 12-inch water main which parallels the south side of State Route 277 (Fairfax Pike). Adequate water capacities and pressures are currently available to meet the project’s projected demands.” Also, relating to water, they commented that, “Adequate water treatment capacity is currently available to meet the projected water demands of the proposal.” As for Sanitary Sewer, Frederick Water commented that, “Sanitary sewer conveyance and treatment capacities are limited in this area.”, “Frederick Water is designing and will construct a sanitary forcemain improvement that could serve the area including the subject property (target 2026 completion).” We understand these comments and their impact on our construction schedule. Comprehensive Plan Conformity The Southern Frederick Land Use Plan, as part of the County’s Urban Areas, defines the parcel under consideration for Mixed Use Commercial/Office and Neighborhood Village. The proposed rezoning to R4 Residential Planned Community District, with allowable uses and excluded uses (see proffers), is in conformance with the Frederick County Comprehensive Plan specifically in relation to the Comprehensive Plan goals and strategies which state the following: Goal: New Residential development should be focused within the urban development area (UDA) Strategies: • The Urban Development area should allow for housing that will meet the needs of first time home buyers, retiree’s move-up residences, and seniors. • Higher density residential development is encouraged in close proximity to or mixed with commercial areas to enhance walkable access to employment, shopping, and entertainment. The County’s strategic growth areas, the Urban Centers and Neighborhood Villages, are the most desirable locations for this type of development. • Residential housing types and design guidelines should be flexible to accommodate evolving demographic trends, and to ensure that housing choices are maximized. SUITABILITY OF THE SITE Access The site fronts on State Route 277 (Fairfax Pike). Construction of 2 lanes of the 4 lane New Minor Arterial roadway as depicted on the Southern Frederick Land Use Plan Transportation w/ Trails Map dated November 10, 2021, with modifications shown on the GDP, will be provided for use within this development. Required Right of Way for the full 4 lane roadway, and Roundabout, will be dedicated as part of this project so that if it is constructed at some point in the future at the expense of VDOT and/or other government agencies, no Right-of-Way 28 3 of 6 procurement will be required. All roadways within the development will be public when required by Code, or private self-maintained facilities. Flood Plains The Parcel does not contain any mapped floodplain per FEMA Map 51069C0350E effective date 1-29-2. Wetlands There are minor areas of mapped wetlands and freshwater ponds within the limits of this parcel. Prior to development, the limits of the jurisdictional waters will be verified, and any potential impacts will be permitted through the appropriate agencies. Soil Types 9B and 9C Clearbrook Channery Silt Loam, 2 to 15% Slopes The Clearbrook Channery represents a typical section of silt loam and silty clay loam to an average depth of 27” where it is bound by paralithic bedrock. This soil is somewhat poorly drained with a very high runoff classification. This classification is Not Prime Farmland. 41C, 41D, and 41E Weikert-Berks Channer Silt Loams, 8-65% Slopes The Weikert-Berks represents a typical section of silt loam to an average depth of 16 where it is bound by lithic bedrock. The soil is somewhat excessively drained with a high runoff classification. This classification is not prime farmland. SURROUNDING PROPERTIES North RA, Rural Area District Use: Vacant with minor residential South R5, Residential Recreational Community District Use: Residential East R5, Residential Recreational Community District Use: Residential West RA, Rural Area District Use: Vacant TRANSPORTATION Vehicular access to the site will be provided by existing State Route 277 (Fairfax Pike). Monetary contributions will be provided for improvements to both the eastern, US Route 522 and 340, and western, Hudson Hollow (Route 636), signalized intersections, on State Route 277, as identified within the supplied TIA. This TIA has determined the increase in traffic based upon this project as well as growth within the community itself. From Chart 6.2 of the prepared Traffic Impact Analysis, the increase in traffic to these 2 intersections represents a 35% increase of the peak hour at the Hudson Hollow (Route 636)/White Oak Road (Route 636) and Fairfax Pike (Route 277), and a 24% increase of the peak hour at the intersection of US Rt 522/Fairfax Pike (Route 277) and Route 340. 29 4 of 6 Internal roadways will include the construction of 2 lanes of the 4 lane New Minor Arterial roadway as depicted on the Southern Frederick Land Use Plan Transportation w/ Trails Map dated November 10, 2021, with modifications shown on the GDP. Right of Way for the full 4 lane roadway, and Roundabout, will be dedicated as part of this project so that in the event that it is constructed at some point in the future at the expense of VDOT and/or other government agencies no Right-of-Way procurement will be required. All roadways within the development will be public when required by Code, or private self-maintained facilities. As part of the process to revise the Comprehensive Plan to create a new, noncontiguous Urban Development Area, VDOT commented that they do not have any concerns with this proposed project as it will actually lower the anticipated traffic impacts from what is currently shown with anticipated uses. If the rezoning is approved, approximately 1 ac. of land will be dedicated to the Virginia Department of Game and Inland Fisheries for open space/trail connections to the existing Lake Frederick trail system. Nature trails will be provided within the development as identified within the GDP. This project will set aside substantial areas for open space and community use by both residents and nonresidents alike. SEWAGE CONVEYANCE AND TREATMENT As stated above, the parcel being considered is fully within the Sewer and Water Service Area (SWSA) as defined by Frederick County staff. Sanitary collection and treatment will be provided by Frederick Water and we understand and acknowledge the timing associated with the sanitary sewer connection and the effort required by the county to make that available. A pump station will be constructed within the limits of this project that will direct flows to the future sanitary collection system being constructed by Frederick Water. WATER SUPPLY As stated above, the parcel being considered is fully within the Sewer and Water Service Area (SWSA) as defined by Frederick County staff. Domestic water will be provided by Frederick 30 5 of 6 Water, and we understand and acknowledge the extension of water mains that will be required to serve this project. SITE DRAINAGE Runoff from the site will flow from north to south through a series of intermittent streams and conveyance channels that exist on the site. All of this flow is directed to, and captured by, Lake Frederick. A detailed stormwater management plan will be developed as part of the final construction drawings and will address all applicable water quantity and quality requirements. HISTORIC SITES AND STRUCTURES No historic resources are defined within the limits of this project by either the Virginia Department of Historic Resources or Frederick County GIS. PARKS AND RECREATION As part of the process to revise the Comprehensive Plan to create a new, noncontiguous Urban Development Area, Frederick County Parks and Recreation offered no comments on this project. PUBLIC SCHOOLS As part of the process to revise the Comprehensive Plan to create a new, noncontiguous Urban Development Area, Frederick County Public Schools commented that this development would increase demand on the schools which will serve this area. Those schools include Sherando High School, Aylor Middle School, and Armel Elementary School, and noted that both Sherando and Armel are both currently over capacity. As is standard practice, funds will be provided to offset the impact of these school facilities. Refer to the Proffer Statement for funding amounts (amounts vary based on unit type). FIRE AND RESCUE As part of the process to revise the Comprehensive Plan to create a new, noncontiguous Urban Development Area, Frederick County Fire and Rescue commented that this development shall comply with applicable Frederick County Codes to include, but not be limited to, water requirements for fire hydrants in residential and commercial areas. We understand and acknowledge this requirement. ECONOMIC DEVELOPMENT As part of the process to revise the Comprehensive Plan to create a new, noncontiguous Urban Development Area, Frederick County Economic Development offered no comment on this development. TRASH SERVICE This project will utilize private trash collection services which will be overseen by the HOA, for all residential areas, or private owners of all commercial lots. 31 PROJECT SUMMARY PAGECapital Impacts Model Frederick County, VirginiaSUMMARY OF PROJECT INPUTS SUMMARY OF PROJECT OUTPUTSProject NameMadison 277Project NameProject Location ParametersCAPITAL COST IMPACTS FOR DEVELOPMENT PROPOSALGeneral Service AreaUrbanRESIDENTIAL NONRESIDENTIAL TOTALSchool or School RegionElementary RegionUrban SouthHousing Units900900Middle School RegionUrbanProjected Population900900High SchoolUrbanProjected StudentsProjected Elementary School Students 0.0 0.0Fire & Rescue Service AreaStephens City Projected Middle School School Students 0.0 0.0Projected High School Students 0.0 0.0Library RegionUrbanProjected Total Students0.00.0Nonresidential Sq. Ft.00Park RegionUrbanProjected Jobs00Number of Dwelling UnitsTotal for the Development ProposalFULL CAPITAL IMPACT CAPACITY TRIGGEREDSingle Family-Detached 0INFRASTRUCTURE CATEGORYRESIDENTIAL NONRESIDENTIAL TOTAL RESIDENTIAL NONRESIDENTIAL TOTALSingle Family-Attached 0 *SCHOOLS$0 $0$0$0 $0$0Multifamily 0 *PARKS AND RECREATION$628,128 $0$628,128$86,139 $0$86,139Age-Restricted Single Family 0 *SHERIFF$185,490 $0$185,490$91,368 $0$91,368Age-Restricted Multifamily 900 *FIRE$1,071,000 $0$1,071,000$1,071,000 $0$1,071,000TOTAL DWELLING UNITS 900*ANIMAL PROTECTION$35,109 $0$35,109$0 $0$0LIBRARIES$104,751 $0$104,751$104,751 $0$104,751GEN. GOVT$245,943 $0$245,943$245,943 $0$245,943Amount of Nonresidential Square Footage (Gross)COURTS$127,530 $0$127,530$0 $0$0ENV. SRVCS.$43,875 $0$43,875$43,875 $0$43,875Retail 0GRAND TOTAL CAPITAL COSTS $2,441,826 $0$2,441,826$1,643,076 $0$1,643,076Office and Other Services 0Industrial 0*CASH PROFFER CATEGORIES $1,919,727 $0$1,919,727$1,248,507 $0$1,248,507Institutional 0* Cash proffer categories limited to public safety facilities, school facilities, and parks & rec facilitiesTOTAL NONRESIDENTIAL SQUARE FOOTAGE0Grand Total Capital Costs$2,713 $0 $1,826 $0Cash Proffer Categories$2,133 $0 $1,387 $0Frederick County Capital Impacts Model Developed by TischlerBise © 2024 Frederick County Capital Impacts Model Developed by TischlerBise © 2024Frederick County Capital Impacts Model Run on 9/24/2024Frederick County Capital Impacts Model Run on9/24/2024Average Cost Per UnitResidential, per unitNonresidential, per 1,000 sq. ft.Madison 277FULL CAPITAL IMPACT CAPACITY TRIGGEREDResidential, per unitNonresidential, per 1,000 sq. ft.DRAFT 2024_FredCo CapIM Model_09.23.24Printed on 9/24/2024Page 1 of 132 PROJECT SUMMARY PAGECapital Impacts Model Frederick County, VirginiaSUMMARY OF PROJECT INPUTS SUMMARY OF PROJECT OUTPUTSProject NameMadison 277Project NameProject Location ParametersCAPITAL COST IMPACTS FOR DEVELOPMENT PROPOSALGeneral Service AreaUrbanRESIDENTIAL NONRESIDENTIAL TOTALSchool or School RegionElementary RegionUrban SouthHousing Units900900Middle School RegionUrbanProjected Population15121512High SchoolUrbanProjected StudentsProjected Elementary School Students 0.0 0.0Fire & Rescue Service AreaStephens City Projected Middle School School Students 0.0 0.0Projected High School Students 0.0 0.0Library RegionUrbanProjected Total Students0.00.0Nonresidential Sq. Ft.00Park RegionUrbanProjected Jobs00Number of Dwelling UnitsTotal for the Development ProposalFULL CAPITAL IMPACT CAPACITY TRIGGEREDSingle Family-Detached 0INFRASTRUCTURE CATEGORYRESIDENTIAL NONRESIDENTIAL TOTAL RESIDENTIAL NONRESIDENTIAL TOTALSingle Family-Attached 0 *SCHOOLS$0 $0$0$0 $0$0Multifamily 0 *PARKS AND RECREATION$1,055,256 $0$1,055,256$144,714 $0$144,714Age-Restricted Single Family 900 *SHERIFF$311,623 $0$311,623$153,498 $0$153,498Age-Restricted Multifamily 0 *FIRE$1,799,280 $0$1,799,280$1,799,280 $0$1,799,280TOTAL DWELLING UNITS 900*ANIMAL PROTECTION$58,983 $0$58,983$0 $0$0LIBRARIES$175,982 $0$175,982$175,982 $0$175,982GEN. GOVT$413,184 $0$413,184$413,184 $0$413,184Amount of Nonresidential Square Footage (Gross)COURTS$214,250 $0$214,250$0 $0$0ENV. SRVCS.$73,710 $0$73,710$73,710 $0$73,710Retail 0GRAND TOTAL CAPITAL COSTS $4,102,268 $0$4,102,268$2,760,368 $0$2,760,368Office and Other Services 0Industrial 0*CASH PROFFER CATEGORIES $3,225,142 $0$3,225,142$2,097,492 $0$2,097,492Institutional 0* Cash proffer categories limited to public safety facilities, school facilities, and parks & rec facilitiesTOTAL NONRESIDENTIAL SQUARE FOOTAGE0Grand Total Capital Costs$4,558 $0 $3,067 $0Cash Proffer Categories$3,583 $0 $2,331 $0Frederick County Capital Impacts Model Developed by TischlerBise © 2024 Frederick County Capital Impacts Model Developed by TischlerBise © 2024Frederick County Capital Impacts Model Run on 9/24/2024Frederick County Capital Impacts Model Run on9/24/2024Average Cost Per UnitResidential, per unitNonresidential, per 1,000 sq. ft.Madison 277FULL CAPITAL IMPACT CAPACITY TRIGGEREDResidential, per unitNonresidential, per 1,000 sq. ft.DRAFT 2024_FredCo CapIM Model_09.23.24Printed on 9/24/2024Page 1 of 133 PROJECT SUMMARY PAGECapital Impacts Model Frederick County, VirginiaSUMMARY OF PROJECT INPUTS SUMMARY OF PROJECT OUTPUTSProject NameMadison 277Project NameProject Location ParametersCAPITAL COST IMPACTS FOR DEVELOPMENT PROPOSALGeneral Service AreaUrbanRESIDENTIAL NONRESIDENTIAL TOTALSchool or School RegionElementary RegionUrban SouthHousing Units900900Middle School RegionUrbanProjected Population14401440High SchoolUrbanProjected StudentsProjected Elementary School Students 113.4 113.4Fire & Rescue Service AreaStephens City Projected Middle School School Students 66.6 66.6Projected High School Students 64.8 64.8Library RegionUrbanProjected Total Students244.8244.8Nonresidential Sq. Ft.00Park RegionUrbanProjected Jobs00Number of Dwelling UnitsTotal for the Development ProposalFULL CAPITAL IMPACT CAPACITY TRIGGEREDSingle Family-Detached 0INFRASTRUCTURE CATEGORYRESIDENTIAL NONRESIDENTIAL TOTAL RESIDENTIAL NONRESIDENTIAL TOTALSingle Family-Attached 0 *SCHOOLS$20,385,663 $0$20,385,663$11,829,163 $0$11,829,163Multifamily 900 *PARKS AND RECREATION$1,005,005 $0$1,005,005$137,822 $0$137,822Age-Restricted Single Family 0 *SHERIFF$296,784 $0$296,784$146,189 $0$146,189Age-Restricted Multifamily 0 *FIRE$1,713,600 $0$1,713,600$1,713,600 $0$1,713,600TOTAL DWELLING UNITS 900*ANIMAL PROTECTION$56,174 $0$56,174$0 $0$0LIBRARIES$167,602 $0$167,602$167,602 $0$167,602GEN. GOVT$393,509 $0$393,509$393,509 $0$393,509Amount of Nonresidential Square Footage (Gross)COURTS$204,048 $0$204,048$0 $0$0ENV. SRVCS.$70,200 $0$70,200$70,200 $0$70,200Retail 0GRAND TOTAL CAPITAL COSTS $24,292,585 $0$24,292,585$14,458,085 $0$14,458,085Office and Other Services 0Industrial 0*CASH PROFFER CATEGORIES $23,457,226 $0$23,457,226$13,826,774 $0$13,826,774Institutional 0* Cash proffer categories limited to public safety facilities, school facilities, and parks & rec facilitiesTOTAL NONRESIDENTIAL SQUARE FOOTAGE0Grand Total Capital Costs$26,992 $0 $16,065 $0Cash Proffer Categories$26,064 $0 $15,363 $0Frederick County Capital Impacts Model Developed by TischlerBise © 2024 Frederick County Capital Impacts Model Developed by TischlerBise © 2024Frederick County Capital Impacts Model Run on 9/24/2024Frederick County Capital Impacts Model Run on9/24/2024Average Cost Per UnitResidential, per unitNonresidential, per 1,000 sq. ft.Madison 277FULL CAPITAL IMPACT CAPACITY TRIGGEREDResidential, per unitNonresidential, per 1,000 sq. ft.DRAFT 2024_FredCo CapIM Model_09.23.24Printed on 9/24/2024Page 1 of 134 PROJECT SUMMARY PAGECapital Impacts Model Frederick County, VirginiaSUMMARY OF PROJECT INPUTS SUMMARY OF PROJECT OUTPUTSProject NameMadison 277Project NameProject Location ParametersCAPITAL COST IMPACTS FOR DEVELOPMENT PROPOSALGeneral Service AreaUrbanRESIDENTIAL NONRESIDENTIAL TOTALSchool or School RegionElementary RegionUrban SouthHousing Units900900Middle School RegionUrbanProjected Population24212421High SchoolUrbanProjected StudentsProjected Elementary School Students 168.3 168.3Fire & Rescue Service AreaStephens City Projected Middle School School Students 72.0 72.0Projected High School Students 99.0 99.0Library RegionUrbanProjected Total Students339.3339.3Nonresidential Sq. Ft.00Park RegionUrbanProjected Jobs00Number of Dwelling UnitsTotal for the Development ProposalFULL CAPITAL IMPACT CAPACITY TRIGGEREDSingle Family-Detached 0INFRASTRUCTURE CATEGORYRESIDENTIAL NONRESIDENTIAL TOTAL RESIDENTIAL NONRESIDENTIAL TOTALSingle Family-Attached 900 *SCHOOLS$27,845,238 $0$27,845,238$18,742,609 $0$18,742,609Multifamily 0 *PARKS AND RECREATION$1,689,664 $0$1,689,664$231,714 $0$231,714Age-Restricted Single Family 0 *SHERIFF$498,968 $0$498,968$245,780 $0$245,780Age-Restricted Multifamily 0 *FIRE$2,880,990 $0$2,880,990$2,880,990 $0$2,880,990TOTAL DWELLING UNITS 900*ANIMAL PROTECTION$94,443 $0$94,443$0 $0$0LIBRARIES$281,780 $0$281,780$281,780 $0$281,780GEN. GOVT$661,587 $0$661,587$661,587 $0$661,587Amount of Nonresidential Square Footage (Gross)COURTS$343,056 $0$343,056$0 $0$0ENV. SRVCS.$118,024 $0$118,024$118,024 $0$118,024Retail 0GRAND TOTAL CAPITAL COSTS $34,413,750 $0$34,413,750$23,162,484 $0$23,162,484Office and Other Services 0Industrial 0*CASH PROFFER CATEGORIES $33,009,303 $0$33,009,303$22,101,093 $0$22,101,093Institutional 0* Cash proffer categories limited to public safety facilities, school facilities, and parks & rec facilitiesTOTAL NONRESIDENTIAL SQUARE FOOTAGE0Grand Total Capital Costs$38,238 $0 $25,736 $0Cash Proffer Categories$36,677 $0 $24,557 $0Frederick County Capital Impacts Model Developed by TischlerBise © 2024 Frederick County Capital Impacts Model Developed by TischlerBise © 2024Frederick County Capital Impacts Model Run on 9/24/2024Frederick County Capital Impacts Model Run on9/24/2024Average Cost Per UnitResidential, per unitNonresidential, per 1,000 sq. ft.Madison 277FULL CAPITAL IMPACT CAPACITY TRIGGEREDResidential, per unitNonresidential, per 1,000 sq. ft.DRAFT 2024_FredCo CapIM Model_09.23.24Printed on 9/24/2024Page 1 of 135 PROJECT SUMMARY PAGECapital Impacts Model Frederick County, VirginiaSUMMARY OF PROJECT INPUTS SUMMARY OF PROJECT OUTPUTSProject NameMadison 277Project NameProject Location ParametersCAPITAL COST IMPACTS FOR DEVELOPMENT PROPOSALGeneral Service AreaUrbanRESIDENTIAL NONRESIDENTIAL TOTALSchool or School RegionElementary RegionUrban SouthHousing Units900900Middle School RegionUrbanProjected Population24212421High SchoolUrbanProjected StudentsProjected Elementary School Students 146.7 146.7Fire & Rescue Service AreaStephens City Projected Middle School School Students 76.5 76.5Projected High School Students 113.4 113.4Library RegionUrbanProjected Total Students336.6336.6Nonresidential Sq. Ft.00Park RegionUrbanProjected Jobs00Number of Dwelling UnitsTotal for the Development ProposalFULL CAPITAL IMPACT CAPACITY TRIGGEREDSingle Family-Detached 900INFRASTRUCTURE CATEGORYRESIDENTIAL NONRESIDENTIAL TOTAL RESIDENTIAL NONRESIDENTIAL TOTALSingle Family-Attached 0 *SCHOOLS$28,584,709 $0$28,584,709$19,026,972 $0$19,026,972Multifamily 0 *PARKS AND RECREATION$1,689,664 $0$1,689,664$231,714 $0$231,714Age-Restricted Single Family 0 *SHERIFF$498,968 $0$498,968$245,780 $0$245,780Age-Restricted Multifamily 0 *FIRE$2,880,990 $0$2,880,990$2,880,990 $0$2,880,990TOTAL DWELLING UNITS 900*ANIMAL PROTECTION$94,443 $0$94,443$0 $0$0LIBRARIES$281,780 $0$281,780$281,780 $0$281,780GEN. GOVT$661,587 $0$661,587$661,587 $0$661,587Amount of Nonresidential Square Footage (Gross)COURTS$343,056 $0$343,056$0 $0$0ENV. SRVCS.$118,024 $0$118,024$118,024 $0$118,024Retail 0GRAND TOTAL CAPITAL COSTS $35,153,221 $0$35,153,221$23,446,847 $0$23,446,847Office and Other Services 0Industrial 0*CASH PROFFER CATEGORIES $33,748,774 $0$33,748,774$22,385,456 $0$22,385,456Institutional 0* Cash proffer categories limited to public safety facilities, school facilities, and parks & rec facilitiesTOTAL NONRESIDENTIAL SQUARE FOOTAGE0Grand Total Capital Costs$39,059 $0 $26,052 $0Cash Proffer Categories$37,499 $0 $24,873 $0Frederick County Capital Impacts Model Developed by TischlerBise © 2024 Frederick County Capital Impacts Model Developed by TischlerBise © 2024Frederick County Capital Impacts Model Run on 9/24/2024Frederick County Capital Impacts Model Run on9/24/2024Average Cost Per UnitResidential, per unitNonresidential, per 1,000 sq. ft.Madison 277FULL CAPITAL IMPACT CAPACITY TRIGGEREDResidential, per unitNonresidential, per 1,000 sq. ft.DRAFT 2024_FredCo CapIM Model_09.23.24Printed on 9/24/2024Page 1 of 136 37 38 David Madison (558 Benny's Beach Rd, Front Royal, VA 22630) Rhonda Madison (558 Benny's Beach Rd, Front Royal, VA 22630) Kadie Madison (558 Benny's Beach Rd, Front Royal, VA 22630) Jessica Madison (558 Benny's Beach Rd, Front Royal, VA 22630) David Madison, Jr. (558 Benny's Beach Rd, Front Royal, VA 22630) 39 10-7-25 Madison II, LLC (Managing Member) 40 PROPERTY OWNER NAME PARCEL ID OWNER ADDRESS KIMBERLY ESTEP & ALVIN BOLDRIDGE 87 A 15A 17 BYRD AVE, BERRYVILLE, VA 22611 ROSEZELLA FANSLER 87 A 14 214 APPRENTICE LN, WHITE POST VA 22663 ROSEZELLA FANSLER 87 A 13 214 APPRENTICE LN, WHITE POST VA 22663 MAXJO LLC 86 A 218 115 MASSIE LN, STEPHENS CITY VA 22655 MREC SHENANDOAH VA LLC C/O LANSDOWNE DEVELOPMENT GROUP LLC 87B 2 5 128B 12355 SUNRISE VALLEY DR STE 520, RESTON VA 20191 COMMONWEALTH OF VIRGINIA - DEPT OF GAME AND INLAND FISHERIES 87 A 103B PO BOX 90778, HENRICO VA 23228 SHEA HOMES LIMITED PARTNERSHIP 87 A 103F 8800 N GAINEY CENTER DR STE 370, SCOTTSDALE AZ, 85258 MREC SHENANDOAH VA LLC C/O LANSDOWNE DEVELOPMENT GROUP LLC 87 A 102 12355 SUNRISE VALLEY DR STE 520, RESTON VA 20191 FREDERICK CO SANITATION AUTHORITY 87 A 102A PO BOX 1877, WINCHESTER VA 22604 MONTIE W GIBSON JR 87 AA 16B 134 CASPIAN DR, STEPHENS CITY VA 22655 DAVID M FRYE & JOAN G HOPE 87 A 16A 1681 FAIRFAX PIKE, WHITE POST VA 22663 GEOFFREY D HOYT & HEATHER LYNNE HOYT 87 A 16A 1675 FAIRFAX PIKE, WHITE POST VA 22663 RYAN FRANKS 87 A 16C 1677 FAIRFAX PIKE, WHITE POST VA 22663 41 DEPARTMENT OF TRANSPORTATION Staunton/Edinburg Land Development 14031 Old Valley Pike Edinburg, VA 22824 Mr. Klein, This office has completed our review of the Madison 277 rezoning application submitted by Valley Engineering on behalf of Madison II, LLC. This application proposes to rezone the property identified as Tax Map # 87-A-15 from the RA district to the R4 district. The parcel consists of 149.02 acres +/-. We offer the following items for the County’s consideration of this rezoning:  VDOT has reviewed the Traffic Impact Analysis (TIA) submitted by the applicant and we are in general concurrence with the conclusions put forward by this analysis. The transportation mitigations identified in the TIA include EB/WB left turn lanes at the intersection of Fairfax Pike (Route 277) and Hudson Hollow Road/White Oak Road (Route 636) as well as improvements to the intersection of Fairfax Pike (Route 277) and Route 340/522 including adding an additional NB left turn lane (dual left).  The TIA demonstrated that the “central site entrance” met the peak hour signal warrant for the 2035 and 2042 buildout scenarios. Before a new traffic signal can be proposed at this location, a Signal Justification Report (SJR) must be prepared by the applicant and approved by VDOT, and this report must include an analysis of alternative intersection types. Without an approved SJR, there is no guarantee that a traditional traffic signal will be the approved solution and therefore Proffer G.3. does not sufficiently reflect all possible outcomes. VDOT cannot support proffer language that exclusively identifies a solution that has not been fully evaluated.  The current proffers dated August 14 th, 2025 identify all internal roadways serving single family or duplex lots to be dedicated to VDOT. Please note that any streets seeking acceptance into VDOT’s secondary system will be required to meet all applicable secondary street acceptance requirements (SSAR). County approval of this rezoning and the associated Generalized Development Plan (GDP) does not exempt the developer from meeting all provisions of the SSAR including connectivity requirements (VAC 30-92- 60). 42  The current proffers dated August 14 th, 2025 provide for a total monetary contribution of $2,000,000 towards transportation improvements identified for the intersection of Route 277 and Route 340/522 (Proffer G.6.). If this amount does not cover the complete cost of these improvements another source of funding would be required to make up any difference between the proffered contribution and the actual cost (i.e. SMART SCALE or Revenue Sharing). We appreciate the opportunity to review and comment on this rezoning request. If you have any questions or concerns, please feel free to contact us. Thank you, Joseph W. Johnson, PE Area Land Use Engineer / Edinburg Residency Virginia Department of Transportation 14031 Old Valley Pike / Edinburg, VA 22824 Phone #540.534.3223 josephw.johnson@vdot.virginia.gov 43 26 Rezoning Comments Frederick Water Mail to: Frederick Water Attn: Engineer P.O. Box 1877 Winchester, Virginia 22604 (540) 868-1061 Hand deliver to: Frederick Water Attn: Engineer 315 Tasker Road Stephens City, Virginia Applicant's Name: _____________________________ Telephone: __________________ Mailing Address: _________________________________________ _________________________________________ _________________________________________ Location of property: _________________________________________ _________________________________________ _________________________________________ Current zoning: ___________ Zoning requested: ____________ Acreage: _______ Frederick Water Comments: __________________________________________________________________________________ PLEASE SEE LETTER TO DAVE MADISON DATED OCTOBER 4, 2024. _________________________________________________________________________________ Frederick Water Signature & Date: ___10/4/2024________________________________ Notice to Frederick Water - Please Return This Form to the Applicant Applicant: Please fill out the information as accurately as possible in order to assist the agency with their review. Attach a copy of your application form, location map, proffer statement, impact analysis, and any other pertinent information. 44 315 Tasker Road PH (540) 868-1061 Eric R. Lawrence Stephens City, Virginia 22655 Fax (540) 868-1429 Executive Director www.FrederickWater.com Water At Your Service October 4, 2024 Dave Madison Madison II LLC 558 Benny’s Beach Road Front Royal, Virginia 22630 RE: Rezoning Application Comment Madison 277 Rezoning Tax Map Numbers: 87-A-15 149.02-acres Dear Mr. Madison: Thank you for the opportunity to offer review comments on the Madison 277 rezoning application package, dated September 5, 2024. Frederick Water offers comments limited to the anticipated impact/effect upon Frederick Water’s public water and sanitary sewer system and the demands thereon. The project parcel is located within the sewer and water service area (SWSA), and therefore by county policy, Frederick Water’s water and sewer services are available to access. A 12-inch water main parallels the south side of Route 277, along the subject property’s frontage. A sanitary sewer force main crossing on an adjacent property is under construction by Frederick Water. The application’s Impact Statement is silent on proposed water and sewer demands. The applicant will need to ensure that adequate water and sanitary sewer conveyance and treatment system capacity is available to achieve the projected build-out of the project. It is the applicant’s responsibility to design, acquire easements, and construct the extensions of water and sewer services necessary to satisfy their proposed demands. The Impact Statement does acknowledge the applicant’s responsibility to extend services and construct a pump station to ultimately convey sanitary flows to Frederick Water’s sanitary sewer system. 45 Page 2 Madison 277 rezoning application Dave Madison October 4, 2024 Water and sanitary sewers are to be constructed in accordance with Frederick Water standards and specifications. Easements will be required to accommodate infrastructure that is dedicated to Frederick Water. Please be aware that Frederick Water is offering these review comments without the benefit or knowledge of the proposed water and sewer demands for the site. Water supplies and sanitary sewer conveyance capacities change daily; with each new customer connection brings additional demands and generated flows. This letter does not guarantee system capacities to accommodate the development proposal. Thank you for the opportunity to offer review comments. Sincerely, Eric R. Lawrence Executive Director 46 47 48 fmo@fcva.us Fax: 540-678-4739Phone: 540-665-6350 Winchester, VA 22602 1080 Coverstone Drive Frederick County Fire and Rescue Department Office of the Fire Marshal Madison III, LLC White Post, Virginia 22663 Phone: 540-723-9868 1702 Fairfax Pike Owner Printed Date: 11/01/2024 Plan Review Rezoning Status: Approved with Conditions General Information 10/03/2023Received Date: 10/13/2023 10/13/2023 Review Begin Date: Review End Date: 0.5000Hours: Property Use: Occupancy Type: Activity Number:I1010016 Activity Details Neighborhood VillageProject Name Comments: Future Development shall comply with all applicable codes of the Frederick County Fire Prevention Code. William Pifer Lieutenant/Assistant Fire Marshal Page 1 of 1 49 1 COUNTY OF FREDERICK Steven D. Briglia Acting County Attorney 540/722-8383 Fax 540/667-0370 E-mail sbriglia@brigliahundley.com September 25, 2025 VIA E-MAIL Re: Rezoning Application – Madison Farms 277/Madison Farms II, LLC (Applicant) Tax Parcel Number: 87-A-15 (the “Property”) Dear Applicant: You have submitted to Frederick County for review a proposed proffer statement (the “Proffer Statement”) for the proposed rezoning of the Property, 149.02± acres in the Opequon Magisterial District, from the RA (Rural Areas) Zoning District, without proffers to the R4 (Residential Planned Community) Zoning District, with proposed proffers as of August 14, 2025. I have now reviewed the Proffer Statement, and it is my opinion that the Proffer Statement would be in a form to meet the minimum requirements of the Frederick County Zoning Ordinance and the Code of Virginia, and would be legally sufficient as a proffer statement, subject to the following comments: • Preliminary Matters:  Typographical error in the first paragraph misspelling “Code”.  The first sentence of the second paragraph is unnecessarily complex. Master Development Plan is a different defined term than a Generalized Development Plan and in turn the second paragraph should be revised to only refer to a Generalized Development Plan. Furthermore, you are seeking to waive the Master Development Plan requirement in Design Modification #1.  The GDP provided does not contain information typically provided on a Master Development Plan and is significantly less specific regarding most matters. This section as written also conflict with section A. 1. • C. Land Use and Land Use Matrix:  The “Allowed Land Uses” and “Excluded Land Uses” column are structure in a way that could create confusion if being interpreted at a later date. For example, I 50 September 25, 2025 Page 2 believe it is the applicant’s intent to exclude B1/B3/TM/M1 uses from Land bay 2, but they are not listed as excluded in the same way they are in Land Bay 1. All excluded uses must be clearly identified as to which Land Bay they apply.  The cell designating that 14.9 acres of Land Bay 1 is commercial has a close parenthesis after “Commercial” which should be deleted.  #2 second sentence should be expanded, “…overall project, and is compliant with all other applicable proffers.” Or another statement affirming that the uses are bound by the chart above, same as the sentence following does. • F. Recreational Facilities:  #2 Amend the final sentence to clarify that the proposed community buildings and pools count towards the required recreational amenities, but do not replace the County Code requirement (for a case where more amenities are required by code than those proffered). • G. Transportation:  #1 Amend the final sentence to include in accordance with Frederick County Code. There are certain stipulations that allow for private streets, but a waiver would be required for a blanket allowance.  #4 amend to read ”…future extension of the roadway by others”  Transportation Monetary contributions and all monetary contributions should be subject to any escalation clause without any cap. I have not reviewed the substance of the proffers as to whether the proffers are suitable and appropriate for this specific development, as my understanding is that review will be done by staff and the Planning Commission. I also understand that these proffers will not otherwise override or limit requirements of the required Master Development Plan. Sincerely, Steven D. Briglia Acting County Attorney cc: Wyatt Pearson, Director of Planning & Development, Frederick County (via e-mail) Tyler Klein, Senior Planner, Frederick County (via email) 51 Planning Office Wayne Lee, Coordinator of Planning and Development leew@fcpsk12.net 1415 Amherst Street https://www.frederickcountyschoolsva.net/ 540-662-3889 ext. 88249 P.O. Box 3508 Winchester, Virginia 22604-2546 October 7, 2024 Mr. David Madison Madison II, LLC 558 Bennys Beach Rd. Front Royal, VA 22630 Re: Madison II, LLC Property rezoning application Dear Mr. Madison: Frederick County Public Schools has reviewed the Madison II, LLC Property rezoning application. We offer the following comments: 1. We note that this proposed development would hold as many as 900 residential units, which would increase the demand on the schools that would serve it. Those schools include Sherando High School, Aylor Middle School, and Armel Elementary School. Sherando is currently over capacity. Aylor is projected to go over capacity next year. Armel is currently 2 students under capacity but is projected to remain under capacity for several years. These projections do not include the impact of Madison II. 2. We note the proposed proffer for market rate multifamily residential units and the explanation for that proffer in the impact analysis statement. FCPS contributes to the development of the Frederick County Capital Impact Model (CapIM) and in turn supports the outputs of the model as it relates to the appropriateness of cash proffer amounts to mitigate impacts on our capital facilities. 3. The influx of new families to our area has brought many challenges. Many Frederick County schools are currently operating over or near program capacity, and this trend is expected to continue as more families move in. We plan on expanding nearby Middletown Elementary School in the near future. It is over capacity and growing. Bass-Hoover Elementary School is over capacity as well. As the county grows east and south, we expect to see much growth in the vicinity of the Madison II property. Please feel free to contact me at leew@fcpsk12.net or 540-662-3888 x88249 if you have any questions. Sincerely, K. Wayne Lee, Jr., ALEP Coordinator of Planning and Development cc: Dr. George Hummer, Superintendent of Schools Mr. Shane Goodwin, Assistant Superintendent for Administration Mr. Logan Sheppard, Director of Transportation Mr. Calvin Davis, Assistant Director of Transportation Mr. Wyatt Pearson, Director, Frederick County Planning Mr. Tyler Klein, Senior Planner, Frederick County Planning 52 53 54 55 56 57 58 59 MADISON FARMS 277 FREDERICK COUNTY, VIRGINIA TRAFFIC IMPACT STUDY June 18, 2025 60 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates MADISON FARMS 277 Traffic Impact Study Frederick County, Virginia June 18, 2025 Prepared for: Madison Farms II, LLC Prepared/Reviewed by: Wells + Associates Brant McKinney Jami Milanovich, P.E. (202) 978-5222 61 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision April 2025 TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY _________________________________________________________ 1 SECTION 1 PURPOSE AND STUDY OBJECTIVE ________________________________________________ 2 Traffic Impact Study Requirements ......................................................................................... 2 SECTION 2 BACKGROUND INFORMATION ___________________________________________________ 6 Site Location and Major Transportation Features ................................................................... 6 Scope of Study......................................................................................................................... 6 Study Assumptions .................................................................................................................. 6 Study Methodology ................................................................................................................. 7 Site Description ....................................................................................................................... 8 Existing Roadway Network ...................................................................................................... 8 Future Roadway Network ....................................................................................................... 9 Pedestrian Access .................................................................................................................... 9 Public Transit Service .............................................................................................................. 9 SECTION 3 EXISTING CONDITIONS (2024) __________________________________________________ 14 Vehicular Traffic Counts ........................................................................................................ 14 Operational Analysis ............................................................................................................. 14 SECTION 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT ___________________________________ 19 Methodology ......................................................................................................................... 19 Regional Growth ................................................................................................................... 19 Pipeline Development ........................................................................................................... 19 Pipeline Development Traffic Forecasts ................................................................................ 19 Future Traffic Forecasts Without Development (2035 and 2042) ......................................... 20 Operational Analysis ............................................................................................................. 20 SECTION 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT ______________________________ 34 Site Trip Generation .............................................................................................................. 34 Site Generated Distributions and Assignments ..................................................................... 35 62 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision April 2025 PAGE SECTION 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT ___________________________ 40 Future Traffic Forecasts with Development (2035 and 2042) ............................................... 40 2035 & 2042 Operational Analysis ......................................................................................... 40 Access Management ............................................................................................................. 41 Right and Left Turn Lane Assessment…… .............................................................................. 42 Peak Hour Signal Warrant Assessment…… ............................................................................ 42 SECTION 7 PROPOSED MITIGATION MEASURES _____________________________________________ 53 VJUST Analysis ....................................................................................................................... 53 Proposed Mitigation Measures ............................................................................................. 53 SECTION 8 CONCLUSIONS ______________________________________________________________ 61 63 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision April 2025 LIST OF FIGURES FIGURE TITLE PAGE 1-1 Site Location ................................................................................................................ 4 1-2 Conceptual Site Plan .................................................................................................... 5 2-1 Study Intersections .................................................................................................... 10 2-2 Frederick County Zoning Map ................................................................................... 11 2-3 Frederick County Comprehensive Plan Land Use Recommendations ....................... 12 2-4 Existing Lane Use and Traffic Controls ....................................................................... 13 3-1 Existing Peak Hour Traffic Volumes ........................................................................... 15 3-2 Existing Levels-of-Service .......................................................................................... 17 4-1 Regional Growth (2024-2035) ................................................................................... 22 4-2 Regional Growth (2024-2042) ................................................................................... 23 4-3 Location of Pipeline Developments ........................................................................... 24 4-4 Pipeline Trip Assignments ......................................................................................... 25 4-5 2035 Future Traffic Forecasts without Development ................................................ 26 4-6 2042 Future Traffic Forecasts without Development ................................................ 27 4-7 2035 Future Conditions without Development Levels-of-Service ............................. 30 4-8 2042 Future Conditions without Development Levels-of-Service ............................. 31 5-1 Pass-By Site Trips ....................................................................................................... 38 5-2 Site Generated Trips .................................................................................................. 3 9 6-1 2035 Future Traffic Forecasts with Development ...................................................... 44 6-2 2042 Future Traffic Forecasts with Development ...................................................... 45 6-3 Future Conditions with Development Lane Use and Traffic Controls ........................ 46 6-4 2035 Future Conditions with Development Levels-of-Service ................................... 51 6-5 2042 Future Conditions with Development Levels-of-Service ................................... 52 7-1 2035 Future Conditions with Development Levels-of-Service with Improvements ... 57 7-2 2042 Future Conditions with Development Levels-of-Service with Improvements ... 58 64 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision April 2025 LIST OF TABLES TABLE TITLE PAGE 3-1 Existing Levels of Service ........................................................................................... 16 3-2 Existing Queue Length Summary ............................................................................... 18 4-1 Background Conditions Levels of Service Summary ............................................. 28-29 4-2 Background Conditions Queue Summary ............................................................. 32-33 5-1 Site Trip Generation ............................................................................................. 36-37 6-1 Total Future Conditions Levels of Service Summary ............................................. 47-48 6-2 Total Future Conditions Queue Summary ............................................................ 49-50 7-1 Summary of VJUST Analysis ....................................................................................... 53 7-2 Total Future Conditions with Mitigation Levels of Service Summary ................... 55-56 7-3 Total Future Conditions with Mitigation Queue Summary ................................... 59-60 LIST OF APPENDICES APPENDIX TITLE A Scoping Agreement B Levels of Service Descriptions C Existing Traffic Count Data D Existing Intersection Levels of Service and Queues (2024) E Fairfax Pike Site Access Evaluation F Individual Pipeline Peak Hour Forecasts G Future Conditions without Development Levels of Service and Queues H Future Conditions with Development Levels of Service and Queues I Turn Lane Warrant Analysis J Signal Warrant Analysis K VJUST Analysis L Mitigated Future Conditions with Development Levels of Service and Queues 65 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 1 Madison Farms 277 EXECUTIVE SUMMARY Wells + Associates has prepared a revised traffic impact study for Madison Farms II, LLC based on comments received from VDOT on May 6, 2025. The Applicant proposes a rezoning to construct up to 900 dwelling units and 97,000 square feet of commercial and medical uses on property south of Fairfax Pike (Route 277), approximately one mile west of US Route 522 in Frederick County, Virginia. Vehicular access to the site is proposed via a maximum of two driveways on Fairfax Pike (Route 277). For purposes of this analysis, the eastern driveway is assumed to be full access while the western driveway is assumed to be right-in/right-out. The existing conditions analysis indicates that all study intersections currently operate at overall levels of service (LOS) D or better during the weekday AM and PM peak hours. Some lane groups at the US Route 522/Fairfax Pike/US Route 340 intersection operate at LOS E during the PM peak hour under existing conditions. The Madison Farms 277 development is planned to be built in a single phase by 2035. The proposed 97,000 square feet (S.F.) of medical and commercial uses and up to 900 dwelling units (D.U.), consisting of a mix of multifamily low-rise, single family attached and detached, and senior adult multifamily housing are forecasted to generate 677 AM peak hour trips (329 in and 348 out), 816 PM peak hour trips (393 in and 423 out), and 9,321 daily trips. With the addition of site traffic, acceptable levels of service are met at all study intersections with the exception of the Hudson Hollow Road/White Oak Road/Fairfax Pike and US Route 522/Fairfax Pike/US Route 340 intersections where the combination of background and site traffic cause levels of service E and F. Mitigations are presented to improve the intersections levels of service, including the addition of turn lanes at both intersections. Acceptable levels of service would be maintained at the site driveways. The proposed accesses would meet VDOT spacing standards but would warrant exclusive right and left turn lanes. 66 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 2 SECTION 1 PURPOSE AND STUDY OBJECTIVE This report presents the findings of a revised traffic impact analysis for Madison Farms 277 based on comments received from VDOT on November 4, 2024, January 21, 2025, and May 6, 2025. The Applicant, Madsion II, LLC, proposes to rezone the property to construct approximately 97,000 S.F. of medical and commercial uses, and up to 900 residential units in Frederick County, Virginia. The new development is proposed to be constructed along the south side of Fairfax Pike (Route 277) and west of US Route 522 as shown on Figure 1-1. The subject site consists of approximately 149 total acres. The site is organized into four (4) landbays. Landbay #1 (approximately 29 acres), consists of a mixture of healthcare, commercial, and age restricted multi-family and market rate multi-family residential units (note that age restricted housing has been assumed as market rate for purposes of this analysis). Landbay #2 (approximately 13 acres), consists of market rate multi-family residential units. Landbay #3 (approximately 55 acres), consists of residential housing with a mixture of single- family, duplex, and townhome units. Landbay #4 is exclusively open space and does not include residential or commercial uses other than amenities that serve the development. Up to 900 residential units are intended to be developed with landbays 1, 2, and 3 and up to 97,000 S.F. of commercial/medical uses are proposed within landbay #1. Site access is proposed to be provided via two (2) driveways on Fairfax Pike (Route 277). For purposes of this analysis, the eastern driveway is assumed to be full access while the western driveway is assumed to be right-in/right-out. The concept plan is shown on Figure 1-2. Traffic Impact Study Requirements Overview. In 2006, the Virginia General Assembly approved legislation (Senate Bill 699, Chapter 527 of the 2006 Acts of Assembly) to enhance the coordination of land use and transportation planning in the Commonwealth. Subsection 15.2-2222 of the Code of Virginia was added to expand VDOT’s role in the land planning and development review process. Chapter 155, 24 VAC 30-155 established the rules, procedures, and deadlines for VDOT review. All development proposals which met certain specific trip generation thresholds were subject to the regulations as outlined in VDOT’s Traffic Impact Analysis Regulations Administrative Guidelines (“Administrative Guidelines”). An amendment to the Administrative Guidelines took effect in January 2012. Based on these updated Guidelines (now referred to as Chapter 870), a development proposal is considered to substantially impact the transportation network if it generates 5,000 or more net new daily vehicle trips. Based on a review of the Applicant’s rezoning application, a Chapter 870 compliant traffic impact study is required. This also requires the Applicant to adhere to all local ordinances with regard to the submission of a traffic impact study. Since this development is anticipated to meet the trip generation thresholds to require a formal 67 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 3 Chapter 870 traffic study, a traffic analysis was prepared to address the impact of the proposed development on the adjacent roadway system. This report presents the results of that analysis based on the study parameters agreed to during the scoping meeting with VDOT and Frederick County staff. A copy of the scoping document included in Appendix A. Tasks. The following tasks were completed as part of this study: A scoping meeting was held with Frederick County and VDOT staff regarding the parameters of the study and relevant background information. A signed scoping letter confirming the parameters and assumptions used in the analysis herein is included in Appendix A. Field reconnaissance in the vicinity of the site was performed to collect information related to existing traffic controls, roadway geometry, and traffic flow characteristics. Existing traffic counts were collected at the study intersections during the AM and PM peak periods to establish baseline 2024 conditions. Future conditions without the development were projected based regional growth and traffic generated by approved but unbuilt (pipeline) development. New vehicle trips generated by the development were calculated based on the methodology outlined in the Institute of Transportation Engineers’ (ITE) Trip Generation, 11 th Edition. Future conditions with the development were forecasted based on regional growth, pipeline developments, and the proposed development plan. A trip generation analysis was conducted for the proposed development program on the site. Intersection capacity analyses were prepared for the existing conditions (2024), future conditions without development (2035), future conditions with development (2035), future design year conditions without development (2042), and future design year conditions with development (2042) during the weekday AM and PM peak hours at the intersections located within the study area. Roadway improvements needed to mitigate the site generated trips were identified. Sources for this study include Frederick County, VDOT, Valley Engineering, the Institute of Transportation Engineers (ITE), Madison II, LLC, and the files of Wells + Associates. 68 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE81NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 1-1Site LocationMadison Farms 277Frederick County, VA469 NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 1-2Conceptual Site PlanMadison Farms 277Frederick County, VAPlan Provided By Valley Engineering 570 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 6 SECTION 2 BACKGROUND INFORMATION Site Location and Major Transportation Features The proposed Madison Farms 277 is planned to consist of approximately 97,000 S.F. of commercial and medical uses and up to 900 D.U. and be constructed on what is currently a vacant site located on the south side of Fairfax Pike (Route 277) west of US Route 522. Site access is proposed to be provided via two (2) driveways from Fairfax Pike (Route 277). No interparcel connections are proposed to adjacent properties. Scope of Study The study area, as agreed to during scoping, consists of the following intersections: 1. Fairfax Pike/White Oak Road/Hudson Hollow Road (Route 636) 2. Fairfax Pike/Lord Fairfax Highway (US Route 340)/Front Royal Pike (US Route 522) 3. Front Royal Pike (US Route 522)/Maranto Manor Drive 4. Front Royal Pike (US Route 522)/Lake Frederick Drive 5. Fairfax Pike/Site Driveways The intersections are shown on Figure 2-1. Study Assumptions For purposes of this analysis, the development is assumed to be constructed in a single phase by 2035. The Frederick County 2035 Comprehensive Plan establishes a goal to “improve upon existing transportation safety and service levels in the county.” While a formal level of service goal is not stated, for new developments, trip generation and new movements should “not degrade the transportation system, increase delays, or reduce service levels”. A description of the levels of service for both signalized and unsignalized intersections is included in Appendix B. This report presents the findings of analyses performed for the following conditions: Existing Conditions (2024): Considers existing traffic volumes and existing roadway configurations. Future Conditions without Development (2035): Considers future traffic conditions for the year 2035 with background growth by applying a 1.0 percent growth rate to all through 71 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 7 movements along Fairfax Pike (Route 277), US Route 522, and US Route 340. In addition to growth, one (1) project was included as a pipeline development in this scenario and subsequent traffic was added to the roadway network. Total Future Conditions with Development (2035): Considers background traffic conditions for the year 2035 (build out year) and incorporates the trips associated with the proposed development plan. Future Conditions without Development (2042): Considers future traffic conditions for the year 2042 with background growth by applying a 1.0 percent growth rate to all through movements along Fairfax Pike (Route 277), US Route 522, and US Route 340. In addition to growth, one (1) project was included as a pipeline development in this scenario and subsequent traffic was added to the roadway network. Total Future Conditions with Development (2042): Considers background traffic conditions for the year 2042 (design year) and incorporates the trips associated with the proposed development plan. The results of the analysis and the traffic impacts associated with the proposed development plan are presented in the Conclusion section of the report. Study Methodology Synchro software (version 11) was used to evaluate levels of service at the study intersections during the AM and PM peak hours. Synchro is a macroscopic model used for optimizing traffic signal timing and performing capacity analyses. The software can model existing traffic signal timings or optimize splits, offsets, and cycle lengths for individual intersections, an arterial, or a complete network. Synchro allows the user to evaluate the effects of changing intersection geometrics, traffic demands, traffic control, and/or traffic signal settings as well as optimize traffic signal timings. The levels of service reported for the signalized and unsignalized intersections analyzed herein were taken from the Highway Capacity Manual 6th Edition (HCM 6th), reports generated by Synchro. Level of service descriptions are shown in Appendix B. Heavy vehicle factors (%HV) were derived based on traffic count data published by the Virginia Department of Transportation and were applied to each movement within the study area. A five (5.0) percent heavy vehicle factor was applied to US Route 522 and a three (3.0) heavy vehicle factor was applied to Fairfax Pike (Route 277) and US Route 340 for this study. Peak hour factors (PHF’s) were calculated by approach using the existing count data. As indicated in the scoping document, existing PHF’s were adjusted to a minimum of 0.85 and future PHF’s were adjusted to a minimum of 0.92. Future background conditions and total future conditions used identical PHF’s. 72 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 8 Site Description Overview. The development area is approximately 149 acres and is identified as Tax Map #87-A- 15 in Frederick County, Virginia. As shown on Figure 1-1, the site for the proposed uses is generally located south of Fairfax Pike (Route 277) and west of US Route 522, east of Stephens City. Existing Zoning. The subject site is currently vacant and zoned RA (Rural Areas District) and would allow for low density uses including residential units. Since the site area would yield fewer than 20 units, it was assumed to be vacant under future conditions without development. The Applicant seeks approval of a rezoning application to rezone the property to R4 (Residential Planned Community District). The existing zoning map is shown on Figure 2-2. Nearby Zoning Uses. The properties surrounding and adjacent to the subject site (see Figure 2- 2) are generally zoned RA (Rural District). Comprehensive Plan Recommendations. The site is located within the Southern Frederick Area and is recommended to be bisected by a future minor arterial with uses that are anticipated to include mixed-use commercial/office and neighborhood village, as shown on Figure 2-3. Terrain. The terrain proximate to and surrounding the site is generally classified as “level.” Existing Roadway Network A description of the major roadways within the immediate vicinity of the site is presented below. The existing lane configuration and traffic controls in the study area are shown on Figure 2-4. Fairfax Pike (Route 277) is a two-lane roadway that runs perpendicular to Interstate 81 and provides access to the Town of Stephens City. Fairfax Pike borders the subject site on the north and will provide direct access to the site. It is classified as Minor Arterial and has a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. US Route 522 is a four-lane divided Minor Arterial that runs parallel to Interstate 81 and provides a north-south connection to Winchester and Front Royal. It has a posted speed of 45 to 55 mph in the vicinity of the site. 73 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 9 Future Roadway Network The Comprehensive Plan indicates a new east-west minor arterial to bisect the site running generally parallel to and connecting with Fairfax Pike (Route 277) immediately east of the site. Since this project is not funded, this extension has not been assumed for the purposes of this traffic study. However, right-of-way has been reserved within the development to accommodate this improvement should it be made in the future. Pedestrian Access Pedestrian accommodations are not provided within the vicinity of the site. Public Transit Service Public transit service is not currently provided in the area. 74 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE81NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 2-1Study IntersectionsMadison Farms 277Frederick County, VAStudy IntersectionX1243ABXSite Access Point1075 NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 2-2Frederick County Zoning MapMadison Farms 277Frederick County, VASITE1176 SITENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 2-3Frederick County Comprehensive Plan Land Use RecommendationsMadison Farms 277Frederick County, VA1277 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 2-4Existing Lane Use and Traffic ControlsMadison Farms 277Frederick County, VA4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 0001234YIELD1378 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 14 SECTION 3 EXISTING CONDITIONS (2024) Vehicular Traffic Counts Turning movement counts were collected on Wednesday, May 1, 2024, and used to establish existing 2024 baseline conditions. The counts were collected at the following intersections: 1. Fairfax Pike/White Oak Road/Hudson Hollow Road (Route 636) 2. Fairfax Pike/Front Royal Pike (US Route 522)/Lord Fairfax Highway (US Route 340) 3. Front Royal Pike (US Route 522)/Maranto Manor Drive 4. Front Royal Pike (US Route 522)/Lake Frederick Drive (Note: Intersection numbers provided to correspond with figures and tables.) The existing peak hour traffic volumes for the intersections within the study area are summarized on Figure 3-1 and shown in Appendix C. Operational Analysis Intersection capacity analyses were performed for the existing conditions at the study intersections during the weekday AM and PM peak hours. The results of the intersection capacity analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Table 3-1 and illustrated in Figure 3-2. The queuing analysis results are summarized in Table 3-2. The detailed analysis worksheets for existing conditions are provided in Appendix D. The results indicate that all lane groups at the study intersections currently operate at Level of service (LOS) D or better, with the following exceptions: US Route 522/Fairfax Pike/US Route 340 intersection – the westbound shared left/through, northbound left, and southbound left lane groups all operate at a LOS E during the PM peak hour. As shown on Table 3-2, the 95th percentile queues for all lane groups at the study intersections currently are within the available storage. 79 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 3-1Existing Peak Hour Traffic Volumes Madison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 00059/162457/644556/95344/8755/30124/144176/17319/3651/3929/42175/4445/3722/1634/3142/369/35227/353182/142123417/36304/51077/730/230/7961/276118/174161/254405/690123/2090/1114/165181/17629/610/025/48398/5610/0429/82452/9553/13539/664/81580 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 16 Table 3-1 Existing Levels of Service Lane Group Existing Conditions AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) 1. Hudson Hollow Road/White Oak Road/Fairfax Pike EBLTR B 11.0 B 13.1 WBLT A 7.2 A 8.2 WBR A 6.3 A 5.6 NBLTR B 13.6 B 17.6 SBLTR B 16.4 C 21.3 Overall B 11.8 B 12.9 2. US Route 522/Fairfax Pike/US Route 340 EBLT C 34.0 D 54.1 EBR C 30.2 D 48.8 WBL D 36.1 D 39.2 WBTR C 33.9 E 63.7 NBL D 41.0 E 69.7 NBT C 26.7 D 42.9 NBR C 27.0 D 40.6 SBL D 39.1 E 59.7 SBT C 27.0 D 48.8 SBR A 0.0 A 0.0 Overall C 30.8 D 50.3 3.US Route 522/Maranto Manor Drive EBL C 22.5 C 23.0 EBR C 23.0 C 24.4 NBL C 23.9 C 24.2 NBT A 6.9 A 8.3 SBT B 16.7 B 19.5 SBR B 14.6 B 16.2 Overall B 13.4 B 14.9 4. US Route 522/Lake Frederick Drive EBL D 48.5 D 49.1 EBR D 41.5 D 39.1 NBL B 12.5 A 10.0 NBT A 5.7 A 7.7 SBT B 19.1 B 14.5 SBR B 17.0 B 13.1 Overall B 16.8 B 13.8 81 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 3-2Existing Levels-of-Service Madison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEB/CB/CA/AB/AD/DD/DB/CA/AA/AB/BB/B1234A/AC/DD/EC/ED/DC/DC/DD/EC/DC/DB/BB/BA/AC/CC/CC/CA/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r B/BC/DB/BB/BYIELD1782 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 18 Table 3-2 Existing Queue Length Summary Lane Group Storage Length (ft) Existing Conditions AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 1. Hudson Hollow Road/White Oak Road/Fairfax Pike EBLTR 1200 88 204 118 364 WBLT 3100 28 69 86 197 WBR 150 -10 -12 NBLTR 2000 20 69 25 62 SBLTR 3700 25 98 38 104 2. US Route 522/Fairfax Pike/US Route 340 EBT 1250 119 239 199 302 EBR 275 -19 -62 WBL 525 68 152 133 225 WBTR 1500 42 109 298 534 NBL 600 70 157 179 344 NBT 2400 117 207 295 411 NBR 300 -40 -73 SBL 150 43 109 63 121 SBT 950 86 163 221 301 SBR 550 - - - - 3. US Route 522/Maranto Manor Drive EBL 250 7 21 13 32 EBR 250 -15 -25 NBL 625 9 24 17 40 NBT 525 41 65 86 130 SBT 325 68 108 96 151 SBR 825 -16 -21 4. US Route 522/Lake Frederick Drive EBL -75 132 93 157 EBR - - 34 -26 NBL 450 8 23 19 43 NBT 1650 66 105 152 230 SBT 1335 103 155 145 222 SBR 300 - 26 - 39 83 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 19 SECTION 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT Methodology Future traffic forecasts for 2035 and 2042 without the development of the Madison Farms 277 were developed based on a composite of existing baseline traffic volumes, regional growth, and increases in traffic associated with other identified approved but not yet constructed (pipeline) developments. This methodology was discussed with VDOT and County staff as reflected in the signed scoping agreement included in Appendix A. Regional Growth Traffic volumes were projected for the years 2035 and 2042 without the proposed development. The base traffic volumes used in this scenario were the existing (2024) condition volumes. A one (1.0) percent linear annual growth rate was applied to through movements along Fairfax Pike (Route 277), Front Royal Pike (US Route 522), and Lord Fairfax Highway (US Route 340) to account for growth resulting from developments outside of the immediate study area. The resultant volumes are shown on Figures 4-1 and 4-2. Pipeline Development In addition to regional growth, the one (1) other pipeline development was assumed for future background 2035 conditions and is described below: Lake Frederick Development. The Lake Frederick development is a residential development located on the west side of US Route 522 south of Fairfax Pike (Route 277). The development is planned for a total of 2,130 dwelling units. Access to the development is via an existing signalized entrance on US Route 522 and a proposed stop-controlled entrance along Fairfax Pike (Route 277) east of the Madison Farms 277 development. The location of this pipeline development is shown on Figure 4-3. Pipeline Development Traffic Forecasts The new vehicle trips expected to be generated by the pipeline development were based on a March 27, 2023 Fairfax Pike Site Access Evaluation provided to VDOT for the Lake Frederick Development and shown in Appendix E. The 2,130 dwelling units associated with this development would generate 778 new AM peak hour trips, 944 new PM peak hour trips, and 12,400 daily (24-hour) trips based on the March 2023 evaluation. For the purposes of this analysis all trips have been assigned to the network. Figure 4-4 for the total pipeline trips to be added to the roadway network. Individual pipeline assignments are shown in Appendix F. 84 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 20 Future Traffic Forecasts Without Development (2035 and 2042) Traffic forecasts without the proposed Madison Farms 277 development were prepared for 2035 and 2042 conditions. These forecasts were based on the existing baseline traffic counts shown on Figure 3-1, regional growth shown on Figure 4-1 and 4-2, and pipeline trip assignments shown on Figure 4-4. The resulting traffic forecasts are provided on Figure 4-5 for 2035 and Figure 4-6 for 2042 future conditions without the development. Operational Analysis The background capacity analyses results are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Table 4-1. The 50th and 95th percentile queues under background conditions are shown in Table 4-2. The capacity analysis worksheets for future without development conditions are provided in Appendix G. Levels of service for future conditions without development are shown on Figure 4-7 and 4-8. The results of the capacity analysis for future conditions without the development are described below: 1. The Fairfax Pike/Hudson Hollow Road/White Oak Road intersection would deteriorate under 2035 and 2042 conditions without the proposed development. The following summarizes intersections and lane groups that operate under acceptable conditions under existing conditions but drop to a LOS E or LOS F under background conditions: a. Eastbound left/through/right lane group would degrade to LOS F during the 2035 and 2042 PM peak hours. b. Overall level of service would degrade to LOS “E” during the 2042 PM peak hour. 2. The US Route 522/Fairfax Pike/US Route 340 intersection would deteriorate further under 2035 and 2042 conditions without the proposed development. The following summarizes intersections and lane groups that operate under acceptable conditions under existing conditions but drop to a LOS E or LOS F under background conditions: a. Eastbound left/through and right turn lane groups would degrade to a LOS E during the 2035 and 2042 PM peak hours. b. Westbound through/right lane group would degrade to LOS F during the 2035 and 2042 PM peak hours. c. Northbound left turn movement would degrade to LOS E during the during the 2035 AM peak hour and LOS F during the 2035 and 2042 PM peak hours. d. Northbound through movement would degrade to LOS F during the 2042 PM peak hour. 85 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 21 e. Southbound through movement would degrade to LOS E during the 2035 and 2042 PM peak hours. f. Overall intersection would degrade to LOS E during the 2035 PM peak hour and LOS F during the 2042 PM peak hour. 3. The US Route 522/Maranto Manor Drive intersection would operate consistent with existing conditions. 4. The US Route 522/Lake Frederick Drive intersection would operate generally consistent with existing conditions. The following summarizes intersections and lane groups that operate under acceptable conditions under existing conditions but drop to a LOS E or LOS F under background conditions except for the following: a. Eastbound left turn movement would degrade to LOS E during the 2035 and 2042 AM and PM peak hours. As shown on Table 4-2, projected queues under both 2035 and 2042 background conditions would be accommodated within the available storage lanes. 86 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-1Regional Growth (2024-2035)Madison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 0000/00/00/00/019/490/00/00/00/00/025/390/012340/033/560/00/00/07/300/00/045/760/00/00/020/190/00/044/620/047/910/00/00/00/00/050/710/061/1050/00/00/02287 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-2Regional Growth (2024-2042)Madison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 0000/00/00/00/032/800/00/00/00/00/041/640/012340/055/920/00/00/011/500/00/073/1240/00/00/033/320/00/072/1010/077/1480/00/00/00/00/082/1160/0100/1720/00/00/02388 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE81NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-3Location of Pipeline DevelopmentsMadison Farms 277Frederick County, VALakeFrederick2489 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-4Pipeline Trip AssignmentsMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 0000/00/00/00/0197/1300/00/00/00/00/075/2000/0123422/5743/1140/00/00/00/022/5756/37113/74106/560/088/370/056/370/065/1720/0169/1120/00/00/00/065/17256/370/022/5732/8684/56253/1672590 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-52035 Future Traffic Forecasts Without DevelopmentMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 000124/334563/752639/111576/173139/86377/311176/17319/3651/3929/42391/6235/3722/1634/3142/369/35327/592182/142123439/93380/68077/730/230/7968/306140/231217/291563/840229/2650/1202/202201/19585/9825/48507/7950/0645/102752/9553/13539/664/80/02691 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-62042 Future Traffic Forecasts Without DevelopmentMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 000124/334595/797678/118276/173139/86377/311176/17319/3651/3929/42404/6545/3722/1634/3142/369/35343/617182/142123439/93402/71677/730/230/7972/326140/231217/291591/888229/2650/1202/202214/20885/9825/48535/8340/0675/108452/9553/13539/664/80/02792 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 28 Table 4-1 Background Conditions Level of Service Summary Lane Group Existing Conditions 2035 Future Conditions without Development 2042 Future Conditions without Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1. Hudson Hollow Road/White Oak Road/Fairfax Pike EBLTR B 11.0 B 13.1 C 20.3 F 86.3 C 22.6 F 119.5 WBLT A 7.2 A 8.2 A 8.0 B 10.2 A 8.1 B 10.8 WBR A 6.3 A 5.6 A 5.8 A 5.3 A 5.8 A 5.3 NBLTR B 13.6 B 17.6 C 20.9 C 22.4 C 21.5 C 22.4 SBLTR B 16.4 C 21.3 C 25.2 C 27.1 C 26.1 C 27.1 Overall B 11.8 B 12.9 B 17.2 D 45.5 B 18.3 E 59.8 2. US Route 522/Fairfax Pike/US Route 340 EBLT C 34.0 D 54.1 D 48.6 E 75.2 D 40.9 E 78.1 EBR C 30.2 D 48.8 D 41.9 E 58.5 D 35.8 E 57.9 WBL D 36.1 D 39.2 D 51.5 D 52.3 D 45.2 D 53.4 WBTR C 33.9 E 63.7 D 46.4 F 109.3 D 41.2 F 131.1 NBL D 41.0 E 69.7 E 62.3 F 132.9 D 51.9 F 137.9 NBT C 26.7 D 42.9 D 39.3 D 50.6 C 32.3 F 101.9 NBR C 27.0 D 40.6 D 39.0 D 45.1 C 31.7 E 59.5 SBL D 39.1 E 59.7 D 39.7 E 70.8 D 47.8 E 58.3 SBT C 27.0 D 48.8 D 35.6 E 70.2 D 38.5 E 79.5 SBR A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 Overall C 30.8 D 50.3 D 43.6 E 71.1 D 38.5 F 90.8 93 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 29 Table 4-1 (continued) Background Conditions Level of Service Summary Lane Group Existing Conditions 2035 Future Conditions without Development 2042 Future Conditions without Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 3. US Route 522/Maranto Manor Drive EBL C 22.5 C 23.0 C 22.5 C 26.5 C 22.5 C 27.1 EBR C 23.0 C 24.4 C 23.0 C 28.3 C 23.0 C 29.0 NBL C 23.9 C 24.2 C 23.9 C 27.5 C 23.9 C 28.1 NBT A 6.9 A 8.3 A 7.5 A 8.2 A 7.6 A 8.2 SBT B 16.7 B 19.5 B 17.6 B 19.3 B 17.9 B 19.3 SBR B 14.6 B 16.2 B 14.6 B 14.6 B 14.6 B 14.4 Overall B 13.4 B 14.9 B 13.3 B 15.1 B 13.4 B 15.1 4. US Route 522/Lake Frederick Drive EBL D 48.5 D 49.1 E 70.4 E 61.9 E 70.4 E 61.9 EBR D 41.5 D 39.1 D 36.7 D 36.3 D 36.7 D 36.3 NBL B 12.5 A 10.0 C 24.2 D 35.5 C 25.0 D 36.5 NBT A 5.7 A 7.7 B 12.0 B 13.9 B 12.2 B 14.5 SBT B 19.1 B 14.5 C 28.7 C 30.6 C 29.2 C 31.5 SBR B 17.0 B 13.1 C 25.9 C 33.5 C 25.9 C 33.5 Overall B 16.8 B 13.8 C 31.5 C 28.2 C 28.5 C 28.5 94 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-72035 Future Conditions Without Development Levels-of-ServiceMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEC/CC/CB/BC/CD/DE/EC/CA/AA/BC/CC/F1234A/AD/ED/ED/FD/DD/DD/DE/FD/ED/EB/BB/BA/AC/CC/CC/CA/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r B/DD/EB/BC/CYIELD3095 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 4-82042 Future Conditions Without Development Levels-of-ServiceMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEC/CC/CB/BC/DD/DE/EC/CA/AA/BC/CC/F1234A/AD/ED/ED/FD/DC/EC/FD/FD/ED/EB/BB/BA/AC/CC/CC/CA/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r B/ED/FB/BC/CYIELD3196 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 32 Table 4-2 Background Conditions Queue Summary Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2042 Future Conditions without Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1. Hudson Hollow Road/White Oak Road/Fairfax Pike EBLTR 1200 88 204 118 364 141 384 392 681 152 407 428 721 WBLT 3100 28 69 86 197 75 160 141 330 78 167 153 360 WBR 150 - 10 - 12 0 10 0 12 0 10 1 12 NBLTR 2000 20 69 25 62 34 72 25 62 34 72 25 62 SBLTR 3700 25 98 38 104 41 97 38 104 41 97 38 104 2. US Route 522/Fairfax Pike/US Route 340 EBT 1250 119 239 199 302 214 356 264 405 218 392 278 432 EBR 275 - 19 - 62 0 66 0 68 0 66 0 68 WBL 525 68 152 133 225 106 186 201 298 104 186 201 298 WBTR 1500 42 109 298 534 62 125 388 598 64 130 427 642 NBL 600 70 157 179 344 177 366 285 468 172 366 285 468 NBT 2400 117 207 295 411 214 307 408 578 219 323 494 629 NBR 300 - 40 - 73 0 64 7 87 0 64 18 102 SBL 150 43 109 63 121 56 119 69 121 57 119 67 121 SBT 950 86 163 221 301 142 212 334 458 153 224 357 496 SBR 550 - - - - 0 0 0 0 0 0 0 0 97 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 33 Table 4-2 (continued) Background Conditions Queue Summary Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2042 Future Conditions without Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 3. US Route 522/Maranto Manor Drive EBL 250 7 21 13 32 8 22 14 37 8 22 15 38 EBR 250 - 15 - 25 0 16 0 27 0 16 0 27 NBL 625 9 24 17 40 9 26 19 45 9 26 20 47 NBT 525 41 65 86 130 66 101 119 171 70 105 130 184 SBT 325 68 108 96 151 90 137 151 223 96 145 161 235 SBR 825 - 16 - 21 0 15 0 20 0 15 0 20 4. US Route 522/Lake Frederick Drive EBL - 75 132 93 157 268 451 224 366 268 451 224 366 EBR - - 34 - 26 0 50 0 41 0 50 0 41 NBL 450 8 23 19 43 22 42 55 90 22 42 55 90 NBT 1650 66 105 152 230 115 151 265 329 124 162 290 359 SBT 1335 103 155 145 222 163 215 251 320 174 229 271 344 SBR 300 - 26 - 39 0 40 0 61 0 40 0 61 98 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 34 SECTION 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT Site Trip Generation The number of AM and PM peak hour trips expected to be generated by the proposed development was estimated based on the ITE Trip Generation Manual, 11 th Edition trip rates and equations. ITE Land Use Codes 210 (Single-Family Detached Housing), 215 (Single-Family Attached Housing), 220 (Multi-Family Housing (Low-Rise)), 252 (Senior Adult Housing – Multifamily), 934 (Fast-Food Restaurant with Drive-Through Window), 937 (Coffee/Donut Shop with Drive-Through Window), 822 (Strip Retail Plaza (<40K)), 650 (Free-Standing Emergency Room), 630 (Clinic), and 720 (Medical-Dental Office Building (Stand Alone)) were used to prepare the analysis. The proposed project is expected to generate a total of 1,152 AM peak hour trips, 1,080 PM peak hour trips, and 12,657 daily (24-hour) trips. However, not all of the trips would be new trips added to the roadway network. A portion of the trips generated by retail uses are made by vehicles already on the adjacent roadways enroute to a different destination but stop at the site in passing. This type of trip is called a pass-by trip and is defined by ITE’s Trip Generation Manual as a trip in which the retail or service destination is the secondary part of a primary trip, such as a work-to-shopping-to-home trip. An example of a pass-by trip would be one in which a driver stops at one of the proposed retail uses on their way home from work. Pass-by rates were taken from the ITE Trip Generation Manual, Land Use Codes 934 (Fast-Food Restaurant with Drive-Through Window) and 937 (Coffee/Donut Shop with Drive-Through Window). Due to a lack of available data, pass-by percentages for Land Use Code 938 (Coffee/Donut Shop with Drive-Through Window and No Indoor Seating) was used for Land Use Code 937 (Coffee/Donut Shop with Drive-Through Window), as scoped with VDOT and Frederick County. The resulting pass-by rates for the fast-food restaurant were 50% for the weekday AM peak hour and 55% for the weekday PM peak hour. The percentages for the coffee shop were 90% for the weekday AM peak and 98% for the weekday PM Peak. Applying the pass-by rates to the trip generation for the project results in 476 AM peak hour pass-by trips (243 in and 233 out), 264 PM peak hour pass-by trips (133 in and 130 out), and 3,336 daily pass-by trips. As shown in Table 5-1, the proposed development program is estimated to generate 677 new AM peak hour trips (329 in and 348 out), 816 new PM peak hour trips (393 in and 423 out), and 9,321 new daily (24-hour) trips. 99 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 35 Site Generated Traffic Distributions and Assignments Trip distributions for the proposed development are based on recent traffic counts, the surrounding road network, local knowledge and engineering judgement and are consistent with the approved scoping document. The following trip distributions were assumed for the proposed development’s site trips. Distribution To/From the North on US Route 522: 30% To/From the South on US Route 522 25% To/From the East on US Route 340: 10% To/From the West on Fairfax Pike (Route 277): 35% Total: 100% The peak hour vehicle trips shown in Table 5-1 were assigned to the public roadway network according to the directional distribution described above. Pass-by site trips are shown on Figure 5-1 and the new site generated trips are shown on Figure 5-2. 100 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 36 Table 5-1 Site Trip Generation Land Use ITE Size Units AM Peak Hour PM Peak Hour Daily LUC In Out Total In Out Total Development Program Land Bay 1 Residential Uses: Multifamily Housing (Low-Rise) 220 120 DU 14 46 60 45 27 72 845 Senior Adult Housing - Multifamily 252 150 DU 10 19 29 21 17 38 458 Sub-total Land Bay 1 Residential (270 units): 24 65 89 66 44 110 1,303 Commercial Uses: Fast-Food Restaurant with Drive-Through Window 934 4,000 SF 91 87 178 69 63 132 1,870 Pass-By Reduction (50% Weekday AM Peak & 55% Weekday PM Peak) (46)(44)(89)(38)(35)(73)(935) Subtotal: 46 44 89 31 29 59 935 Coffee/Donut Shop with Drive-Through Window 937 5,000 SF 219 210 429 97 97 195 2,668 Pass-By Reduction(2) (90% Weekday AM Peak & 98% Weekday PM Peak) (197)(189)(386)(96)(96)(191) (2,401) Subtotal: 22 21 43 2 2 4 267 Strip Retail Plaza (<40K) 822 8,000 SF 11 8 19 33 33 66 567 Free-Standing Emergency Room 650 10,000 SF 6 6 11 7 8 15 249 Clinic 630 10,000 SF 22 5 28 11 26 37 393 Clinic (Family Medicine) 630 20,000 SF 45 10 55 22 52 74 752 Medical-Dental Office Building (Stand-Alone) (Outpatient Medical Facility) 720 20,000 SF 45 12 57 23 55 78 751 Medical-Dental Office Building (Stand-Alone) 720 20,000 SF 45 12 57 23 55 78 751 Sub-total Land Bay 1 Commercial (90,500 sf): 241 117 358 152 260 412 4,667 Total Land Bay 1 Residential and Commercial Subtotal: 265 182 447 218 304 522 5,970 101 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 37 Table 5-1 (continued) Site Trip Generation Land Use ITE Size Units AM Peak Hour PM Peak Hour Daily LUC In Out Total In Out Total Land Bay 2 Senior Adult Housing - Multifamily 252 360 DU 24 45 69 50 40 90 1,065 Land Bay 2 Residential Subtotal: 24 45 69 50 40 90 1,065 Land Bay 3 Single-Family Detached Housing 210 120 DU 22 66 88 74 44 118 1,193 Single-Family Attached Housing 215 150 DU 18 54 72 51 35 86 1,093 Land Bay 3 Residential Subtotal: 40 120 160 125 79 204 2,286 Land Bay 4 Open Space Only Net New Trips 329 348 677 393 423 816 9,321 Notes: Trip Generation based on the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition. Coffee Shop Pass-by reduction was based on ITE LUC 938, Coffee/Donut Shop with Drive-Through Window and No Indoor Seating. 102 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 5-1Pass-By Site Trips Madison Farms 277Frederick County, VAAM PEAK HOURPM PEAK HOUR000 / 0000/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/012340/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/00/055/2986/45-86/-45-100/-75100/7582/4496/7357/30-88/-460/0 5638103 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 5-2SIte Generated TripsMadison Farms 277Frederick County, VAAM PEAK HOURPM PEAK HOUR000 / 0000/087/10682/980/00/00/00/00/00/00/0122/1480/00/00/00/00/0115/1380/0123499/1180/00/00/00/033/390/00/00/082/980/087/10635/42104/1270/099/1180/0104/1270/00/00/00/00/017/2116/2099/11882/98214/256209/254122/14899/118104/1270/0 5639104 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 40 SECTION 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT Future Traffic Forecasts with Development (2035 and 2042) Traffic forecasts with the proposed Madison Farms 277 development were prepared for 2035 and 2042 conditions as shown on Figures 6-1 and 6-2, respectively. These forecasts were based on the background 2035 and 2042 traffic forecasts shown on Figures 4-5 and 4-6, respectively, and the site generated trips generated by the proposed development shown on Figures 5-1 and 5-2. The future conditions with development lane use and traffic control is shown on Figure 6-3. 2035 and 2042 Operational Analysis The results of the capacity analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Table 6-1. The 50th and 95th percentile queues under total future conditions are shown in Table 6-2. The 2035 and 2042 capacity analysis worksheets for future conditions with development are provided in Appendix H. The results of the capacity analysis for 2035 and 2042 future conditions with the development are summarized below: 1. At the Fairfax Pike/Hudson Hollow Road/White Oak Road intersection, the following lane groups would drop to a LOS E or F as the result of the proposed development, or in the case where the lane group operated at a LOS F under background conditions, experience a significant increase in delay: a. Eastbound left/through/right lane group would continue to operate at a LOS F, during the 2035 and 2042 PM peak hours, but the delay increases by more than 10 percent. b. Overall level of service would degrade to operate at a LOS F during both the 2035 and 2042 PM peak hours. 2. At the US Route 522/Fairfax Pike/US Route 340 intersection, the following lane groups would drop to a LOS E or F as the result of the proposed development, or in the case where the lane group operated at a LOS F under background conditions, experience a significant increase in delay: a. Eastbound left/through lane group would degrade to operate at a LOS E during the 2035 and 2042 AM peak hours. b. Eastbound left/through and right lane groups would degrade to operate at a LOS F during the 2035 and 2042 PM peak hours. 105 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 41 c. Westbound left turn movement would degrade to LOS E during the 2042 AM peak hour and the 2035 and 2042 PM peak hours. d. Westbound through/right lane group would continue to operate at LOS F during the 2035 and 2042 PM Peak hours but would experience an increase in delay of more than 10 percent. e. Northbound left movement would degrade to operate at a LOS F during the 2035 and 2042 AM peak hours. During the 2035 and 2042 PM peak hour, the northbound left would continue to operate at a LOS F but would experience a substantial increase in delay. f. Southbound left movement would degrade to operate at a LOS E during the 2042 AM peak hour. g. Overall intersection would degrade to LOS F during the 2035 PM peak hour. During the 2042 AM peak hour, the overall intersection would degrade to operate at a LOS E, and the overall intersection would continue to operate at a LOS F under the 2042 PM peak hour but with a substantial increase in delay. 3. The US Route 522/Maranto Manor Drive intersection would operate consistent with background conditions. 4. The US Route 522/Lake Frederick Drive intersection would operate consistent with background conditions. 5. Both proposed driveways are projected to operate at acceptable levels of service during both the AM and PM peak hours in 2035 and 2042. 6. Projected queues would be accommodated by the available storage with the exception of the northbound left turn lane on US Route 522 at Fairfax Pike (Route 277)/US Route 340. The 95 th percentile queue length for this movement is projected to exceed the available storage length during the 2035 and 2042 PM peak hours. Levels of service for 2035 and 2042 future conditions with development are shown on Figures 6-4 and 6-5. Access Management As described previously, vehicular access to the site is proposed via one full-movement driveway and one right-in/right-out driveway on Fairfax Pike (Route 277). The Virginia Department of Transportation (VDOT) classifies Fairfax Pike as a Minor Arterial. It has a posted speed limit of 55 miles per hour in the vicinity of the site. According to requirements set for in Table 2-2 in Appendix F of VDOT’s Road Design Manual, full access entrances on Minor Arterials with a posted speed limit of more than 50 mph would require 106 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 42 the following: 555 feet from other intersections or full-movement entrances for an unsignalized driveway, 1,320 feet from other intersections or full-movement entrances for a signalized driveway, and 425 feet from other intersections or full-movement entrances for a right-in/right-out driveway. A review of the plans indicates that the proposed entrance spacing of 800 feet from one another would meet VDOT spacing standards. In addition, spacing from the nearest adjacent driveways, unsignalized, and signalized intersections would meet VDOT standards as follows: Approximately 1,150 feet from nearest driveway to the west and approximately 1,100 feet from nearest driveway to the east. Approximately 1,400 feet from the nearest intersection with Apprentice Lane to the west and 1,750 feet from the nearest intersection with Main Street to the east. Right and Left Turn Lane Assessment The need for right turn lanes at the site entrances on Fairfax Pike (US Route 277) was assessed based on Appendix F, Figure 3-27 “Guidelines for Right Turn Treatment (4-Lane Highway)” from the VDOT Road Design Manual. Figure 3-27 determines whether “no turn lanes or taper required”, a “taper required”, or a “full-width turn lane and taper required” based on a graph of “PHV Right Turns, Vehicles Per Hour” versus “PHV Approach Total, Vehicles Per Hour”. According to Appendix F, Figure 3-27 and future traffic forecasts, the results indicate a full-width turn lane and taper would be required at both site driveways. For roadways with a design speed of 50 mph (posted speed limit + 5 mph), turn lanes would need to provide a minimum of 200 feet of full- width storage plus a 200-foot taper. At the signalized site entrance, the need for an exclusive left turn lane was assessed based on Figure 3-3 “Warrants for Left Turn Storage Lanes on Four-Lane Highways” from Appendix F of the VDOT Road Design Manual. According to Appendix F, Figure 3-3 and future traffic forecasts, the results indicate that a full-width left turn lane would be required at the site driveway. The turn lane warrant worksheets are included in Appendix I. Peak Hour Signal Warrant Assessment A peak hour traffic signal warrant analysis was conducted in accordance with the MUTCD, 2009 Edition. The purpose of the analysis was to determine if a traffic signal might be warranted at the full-movement site entrance along Fairfax Pike (US Route 277). Analyses were performed for the 2035 and 2042 buildout scenarios at the Fairfax Pike/Central Site Entrance intersection. 107 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 43 While the MUTCD lists nine warrants that could indicate the need for, and appropriateness of, a new traffic signal, only the peak hour warranted was evaluated for this analysis. One or more of the warrants should be satisfied before a new signal is considered for installation; however, satisfaction of a warrant does not in itself justify the need for a new signal. A new signal should improve the overall safety and/or operation of the intersection. For this analysis, the peak hour warrant was the only applicable warrant based on available data. A full signal justification report will be conducted in conjunction with the site plan process. Following input of peak hour traffic count data, road geometry, approach delay, and other study parameters into TEAPAC, the program completed an evaluation of the MUTCD guidelines for signal installation. The results are included in Appendix J. Based on the signal warrant analysis results, peak hour signal warrants were met at the intersection of Fairfax Pike and East Site Entrance for both 2035 and 2042 total future conditions. 108 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 6-12035 Future Traffic Forecasts With DevelopmentMadison Farms 277Frederick County, VAAM PEAK HOURPM PEAK HOUR000 / 000124/334650/858721/121376/173139/86377/311176/17319/3651/3929/42513/7715/3722/1634/3142/369/35442/730182/1421234138/211380/68077/730/230/79101/345140/231217/291563/840311/3630/1289/308236/237189/22525/48606/9130/0749/115452/9553/13539/664/8429/71172/50102/65421/726411/734314/331291/298218/221156/148424/7340/0 5644109 SITEFAIRFAX PIKELAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 6-22042 Future Traffic Forecasts With DevelopmentMadison Farms 277Frederick County, VA0/00/00/00/00/00/00/00/00/00/00/00/04SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVEAM PEAK HOURPM PEAK HOUR000 / 000124/334682/903760/128076/173139/86377/311176/17319/3651/3929/42526/8025/3722/1634/3142/369/35458/755182/1421234138/211402/71677/730/230/79105/365140/231217/291591/888311/3630/1289/308249/250189/22525/48634/9520/0779/121152/9553/13539/664/80/05U.S.ROUTE 522WESTENTRANCEMADISONFARM6U.S.ROUTE 522CENTRALENTRANCEMADISONFARM444/74772/50102/65442/754426/770314/331291/298218/221156/148445/7625645110 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKENORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 6-3Future Conditions with Development Land Use and Traffic ControlsMadison Farms 277Frederick County, VA4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE1234YIELD5U.S.ROUTE 522WESTENTRANCEMADISONFARM6U.S.ROUTE 522WESTENTRANCEMADISONFARMSTOPSTOPStop SignSignalized IntersectionRepresents One Travel Lane5646111 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 47 Table 6-1 Total Future Conditions Level of Service Summary Lane Group Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2042 Future Conditions without Development 2042 Future Conditions with Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1. Hudson Hollow Road/White Oak Road/Fairfax Pike EBLTR B 11.0 B 13.1 C 20.3 F 86.3 C 30.2 F 369.7 C 22.6 F 119.5 D 36.0 F 472.3 WBLT A 7.2 A 8.2 A 8.0 B 10.2 A 8.1 B 14.2 A 8.1 B 10.8 A 8.2 B 15.6 WBR A 6.3 A 5.6 A 5.8 A 5.3 A 5.3 A 5.3 A 5.8 A 5.3 A 5.3 A 5.3 NBLTR B 13.6 B 17.6 C 20.9 C 22.4 C 22.7 C 22.4 C 21.5 C 22.4 C 22.7 C 22.4 SBLTR B 16.4 C 21.3 C 25.2 C 27.1 C 27.1 C 27.1 C 26.1 C 27.1 C 27.1 C 27.1 Overall B 11.8 B 12.9 B 17.2 D 45.5 C 21.2 F 170.4 B 18.3 E 59.8 C 23.7 F 215.7 2. US Route 522/Fairfax Pike/US Route 340 EBLT C 34.0 D 54.1 D 48.6 E 75.2 E 65.4 F 196.3 D 40.9 E 78.1 E 71.8 F 210.7 EBR C 30.2 D 48.8 D 41.9 E 58.5 D 43.8 F 97.9 D 35.8 E 57.9 D 44.3 F 98.2 WBL D 36.1 D 39.2 D 51.5 D 52.3 D 54.2 E 55.4 D 45.2 D 53.4 E 55.0 E 55.5 WBTR C 33.9 E 63.7 D 46.4 F 109.3 D 52.4 F 159.2 D 41.2 F 131.1 D 53.8 F 180.0 NBL D 41.0 E 69.7 E 62.3 F 132.9 F 99.5 F 307.9 D 51.9 F 137.9 F 105.1 F 308.4 NBT C 26.7 D 42.9 D 39.3 D 50.6 D 36.8 D 54.4 C 32.3 F 101.9 D 37.6 E 58.8 NBR C 27.0 D 40.6 D 39.0 D 45.1 D 36.3 D 48.0 C 31.7 E 59.5 D 36.4 D 47.9 SBL D 39.1 E 59.7 D 39.7 E 70.8 D 57.0 E 73.2 D 47.8 E 58.3 E 57.9 E 73.2 SBT C 27.0 D 48.8 D 35.6 E 70.2 D 47.6 E 75.5 D 38.5 E 79.5 D 48.0 F 86.5 SBR A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 Overall C 30.8 D 50.3 D 43.6 E 71.1 D 54.1 F 116.9 D 38.5 F 90.8 E 56.1 F 123.6 3. US Route 522/Maranto Manor Drive EBL C 22.5 C 23.0 C 22.5 C 26.5 C 23.2 C 28.3 C 22.5 C 27.1 C 23.6 C 29.0 EBR C 23.0 C 24.4 C 23.0 C 28.3 C 23.7 C 30.5 C 23.0 C 29.0 C 24.1 C 31.2 NBL C 23.9 C 24.2 C 23.9 C 27.5 C 24.6 C 29.3 C 23.9 C 28.1 C 25.0 C 29.9 NBT A 6.9 A 8.3 A 7.5 A 8.2 A 7.7 A 8.2 A 7.6 A 8.2 A 7.7 A 8.3 SBT B 16.7 B 19.5 B 17.6 B 19.3 B 18.1 B 19.3 B 17.9 B 19.3 B 18.1 B 19.4 SBR B 14.6 B 16.2 B 14.6 B 14.6 B 14.3 B 13.9 B 14.6 B 14.4 B 14.1 B 13.7 Overall B 13.4 B 14.9 B 13.3 B 15.1 B 13.5 B 15.2 B 13.4 B 15.1 B 13.5 B 15.2 112 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 48 Table 6-1 (continued) Total Future Conditions Level of Service Summary Lane Group Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2042 Future Conditions without Development 2042 Future Conditions with Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 4. US Route 522/Lake Frederick Drive EBL D 48.5 D 49.1 E 70.4 E 61.9 E 70.4 E 61.9 E 70.4 E 61.9 E 70.4 E 61.9 EBR D 41.5 D 39.1 D 36.7 D 36.3 D 36.7 D 36.3 D 36.7 D 36.3 D 36.7 D 36.3 NBL B 12.5 A 10.0 C 24.2 D 35.5 C 26.4 D 37.7 C 25.0 D 36.5 C 27.3 D 38.7 NBT A 5.7 A 7.7 B 12.0 B 13.9 B 12.4 B 14.8 B 12.2 B 14.5 B 12.6 B 15.5 SBT B 19.1 B 14.5 C 28.7 C 30.6 C 30.0 C 33.1 C 29.2 C 31.5 C 30.5 C 34.4 SBR B 17.0 B 13.1 C 25.9 C 33.5 C 25.9 C 33.5 C 25.9 C 33.5 C 25.9 C 33.5 Overall B 16.8 B 13.8 C 31.5 C 28.2 C 31.3 C 29.1 C 31.3 C 28.5 C 31.2 C 29.5 5. Fairfax Pike/West Site Entrance – Unsignalized NBR FUTURE B 11.9 C 15.7 FUTURE B 12.1 C 16.2 6. Fairfax Pike/ Central Site Entrance – Signalized EBT FUTURE B 13.4 C 26.2 FUTURE B 13.5 C 28.5 EBR B 10.3 B 10.3 B 10.2 B 10.5 WBL B 17.0 C 34.4 B 17.2 D 40.4 WBT A 5.3 A 6.2 A 5.3 A 6.6 NBL B 16.5 C 30.2 B 17.0 C 32.3 NBR B 12.6 C 20.8 B 13.1 C 21.9 Overall B 12.2 C 20.2 B 12.3 C 22.0 113 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 49 Table 6-2 Total Future Queue Summary Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2042 Future Conditions without Development 2042 Future Conditions with Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1. Hudson Hollow Road (VA Route 636) / White Oak Road (VA Route 636) / Fairfax Pike (VA Route 277) EBLTR 1200 88 204 118 364 141 384 392 681 189 510 401 721 152 407 428 721 204 532 471 796 WBLT 3100 28 69 86 197 75 160 141 330 94 211 218 570 78 167 153 360 98 219 243 610 WBR 150 - 10 - 12 0 10 0 12 0 10 1 14 0 10 1 12 0 10 2 15 NBLTR 2000 20 69 25 62 34 72 25 62 31 73 25 62 34 72 25 62 31 73 25 61 SBLTR 3700 25 98 38 104 41 97 38 104 33 97 49 116 41 97 38 104 33 97 53 121 2. US Route 522 / Fairfax Pike (VA Route 277) / US Route 340 EBLT 1250 119 239 199 302 214 356 264 405 332 650 547 767 218 392 278 432 371 679 572 793 EBR 275 - 19 - 62 0 66 0 68 21 114 44 145 0 66 0 68 27 122 50 153 WBL 525 68 152 133 225 106 186 201 298 105 186 201 298 104 186 201 298 107 186 201 298 WBTR 1500 42 109 298 534 62 125 388 598 90 168 465 682 64 130 427 642 95 172 504 724 NBL 600 70 157 179 344 177 366 285 468 276 541 475 679 172 366 285 468 283 541 475 679 NBT 2400 117 207 295 411 214 307 408 578 212 307 408 578 219 323 494 629 226 323 440 629 NBR 300 - 40 - 73 0 64 7 87 0 64 7 87 0 64 18 102 0 64 17 102 SBL 150 43 109 63 121 56 119 69 121 57 119 69 121 57 119 67 121 58 119 69 121 SBT 950 86 163 221 301 142 212 334 458 147 212 334 458 153 224 357 496 157 224 357 496 SBR 550 - - - - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3. US Route 522 / Maranto Manor Drive EBL 250 7 21 13 32 8 22 14 37 8 23 15 40 8 22 15 38 8 24 17 41 EBR 250 - 15 - 25 0 16 0 27 0 17 0 28 0 16 0 27 0 17 0 28 NBL 625 9 24 17 40 9 26 19 45 10 27 21 49 9 26 20 47 10 28 22 50 NBT 525 41 65 86 130 66 101 119 171 81 120 143 199 70 105 130 184 85 125 154 214 SBT 325 68 108 96 151 90 137 151 223 112 166 183 262 96 145 161 235 118 174 193 275 SBR 825 - 16 - 21 0 15 0 20 0 15 0 19 0 15 0 20 0 15 0 19 114 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 50 Table 6-2 (continued) Total Future Queue Summary Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2042 Future Conditions without Development 2042 Future Conditions with Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 4. US Route 522 / Lake Frederick Drive EBL - 75 132 93 157 268 451 224 366 268 451 224 366 268 451 224 366 268 451 224 366 EBR - - 34 - 26 0 50 0 41 0 50 0 41 0 50 0 41 0 50 0 41 NBL 450 8 23 19 43 22 42 55 90 22 42 55 90 22 42 55 90 22 42 55 90 NBT 1650 66 105 152 230 115 151 265 329 134 173 302 374 124 162 290 359 144 185 330 408 SBT 1335 103 155 145 222 163 215 251 320 194 253 299 377 174 229 271 344 206 268 321 404 SBR 300 - 26 - 39 0 40 0 61 0 40 0 61 0 40 0 61 0 40 0 61 5. Fairfax Pike (VA Route 277) / West Site Entrance -- Unsignalized NBR FUTURE NA 10 NA 10 FUTURE NA 12.5 NA 10 6. Fairfax Pike (VA Route 277) / Central Site Entrance -- Signalized EBT 800 FUTURE 139 316 414 725 FUTURE 152 337 421 740 EBR 200 0 39 11 48 0 39 10 46 WBL 315 49 120 129 295 50 120 135 319 WBT 3400 68 161 190 355 73 168 207 388 NBL 76 189 121 197 79 189 121 197 NBR 0 62 0 64 0 62 0 64 115 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 6-42035 Future Conditions with Development Levels-of-ServiceMadison Farms 277Frederick County, VA1234B/CA/AB/CB/CB/CB/BB/CA/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r C/CC/CB/BC/DD/DE/EC/CA/AA/BC/CC/FA/AD/EE/ED/FD/ED/DD/DF/FD/FE/FB/BB/BA/AC/CC/CC/CC/FD/FB/BC/CYIELDSTOP56B/C51116 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 6-52042 Future Conditions with Development Levels-of-ServiceMadison Farms 277Frederick County, VA1234B/CA/AB/DB/CB/CB/BB/CA/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r C/CC/CB/BC/DD/DE/EC/CA/AA/BC/CD/FA/AD/EE/ED/FE/ED/DD/EF/FD/FE/FB/BB/BA/AC/CC/CC/CYIELDSTOPC/FE/FB/BC/C56B/C52117 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 53 SECTION 7 PROPOSED MITIGATION MEASURES VJUST Analysis At the request of VDOT, a VJUST analysis was conducted for the US Route 522/Fairfax Pike/US Route 340 intersection to evaluate the feasibility of alternative intersection configuration. Many of the alternatives were not considered because of financial constraints, and/or right-of-way limitations, or the volumes or speeds present at the intersection did not lend themselves to a particular configuration based on the guidance provided by VDOT. Table 7-1 summarizes the alternatives considered. Table 7-1 Summary of VJUST Analysis Intersection Type 2035 Total Future Conditions Maximum v/c ratio 2042 Total Future Conditions v/c ratio AM Peak PM Peak AM Peak PM Peak Conventional (Option 1)1 0.60 0.87 0.61 0.89 Conventional (Option 2)2 0.49 0.74 0.51 0.76 Partial Median U-Turn3 0.73 1.06 0.74 1.07 Roundabout4 0.77 1.27 0.80 1.37 1 Under Option 1, the conventional intersection was analyzed with exclusive left and right turn lanes and two through lanes on US 522 (consistent with existing conditions). On the eastbound and westbound approaches, exclusive left and right turns lanes were included in the analysis. 2 Under Option 2, the conventional intersection was analyzed consistent with Option 1, but a second northbound left turn lane was added. 3 The partial median U-turn was analyzed with the current lane configuration on the eastbound and westbound approaches. 4 The roundabout was analyzed with two lanes on each approach, slip lanes on each approach, and two circulating lanes. As shown in Table 7-1, the conventional intersection provides a lower v/c ratio than the partial median U-turn and roundabout under all conditions analyzed. As such, continued signalization with additional lane capacity is recommended for the intersection. Details of the VJUST analysis are included in Appendix K. Proposed Mitigation Measures Based on the intersections presented in the previous section and the results of the foregoing VJUST analysis, mitigation strategies are recommended to offset the impacts of the proposed development and maintain levels of service consistent with or better than conditions without the proposed development. Calculated levels of service corresponding to these recommendations are shown on Table 7-2, Figures 7 (2035) and 7-2 (2042), and detailed in Appendix L. 118 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 54 1. Fairfax Pike/Hudson Hollow Road/White Oak Road a. Construct eastbound exclusive left turn lane on Fairfax Pike. This mitigation is recommended to resolve impacts to the eastbound left/through lane group and the overall intersection in both 2035 and 2042. A storage length of 120 feet for the eastbound left turn lane is recommended to accommodate total future 95th percentile queues. b. Construct westbound exclusive left turn lane on Fairfax Pike. Although not required from a mitigation standpoint, the westbound approach will need to be widened to maintain proper transitions through the intersection (as a result of the addition of an eastbound left turn lane). Because of the minimal queue length projected for the westbound left turn lane (i.e. less than one car length), the minimum storage length should be provided for the westbound left turn lane. 2. US Route 522/Fairfax Pike/US Route 340 o Construct an eastbound left turn lane on Fairfax Pike, a westbound right turn lane on US Route 340, and dual northbound left turn lanes on US Route 522. Note that this improvement also would require widening the west leg of the intersection to accommodate two receiving lanes for the dual northbound left turn lanes. The existing eastbound and westbound split phase operation would remain in conjunction with this improvement. This mitigation is recommended to improve the intersection to an overall LOS D during the 2035 AM and PM peak hours with development. Under 2035 conditions with development, all lane groups would operate at acceptable levels of service during the AM peak hour. During the PM peak hour, levels of service for all lane groups would be equal to or better than background conditions. This mitigation also is recommended to improve the intersection to an overall LOS D during the AM peak hour and LOS E during the PM peak hour under the 2042 future conditions with development. Under 2042 conditions with development, all lane groups would operate at acceptable levels of service during the AM peak hour. During the PM peak hour, levels of service for all lane groups would be equal to or better than background conditions. The storage length for the eastbound left turn lane should be 350 feet to accommodate 95th percentile queues. The storage length for the dual northbound left turn lanes should be 260 feet to accommodate 95th percentile queues. The 50th and 95th percentile queues with the proposed mitigation are summarized in Table 7-4. As shown, the 50th and 95th percentile queues will be accommodated with the available storage. 119 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 55 Table7-2 Total Future Conditions with Mitigation Level of Service Summary Approach / Lane Group Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2035 Future Conditions with Development (MITIGATED) 2042 Future Conditions without Development 2042 Future Conditions with Development 2042 Future Conditions with Development (MITIGATED) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1. Hudson Hollow Road (VA Route 636) / White Oak Road (VA Route 636) / Fairfax Pike (VA Route 277) EBL B 11.0 B 13.1 C 20.3 F 86.3 C 30.2 F 369.7 C 22.1 C 31.7 C 22.6 F 119.5 D 36.0 F 472.3 C 22.5 C 31.8 EBT B 18.5 C 21.1 B 18.4 C 20.8 EBR WBL A 7.2 A 8.2 A 8.0 B 10.2 A 8.1 B 14.2 B 15.5 C 25.6 A 8.1 B 10.8 A 8.2 B 15.6 B 15.8 C 25.3 WBT B 17.2 C 22.0 B 17.2 C 21.1 WBR A 6.3 A 5.6 A 5.8 A 5.3 A 5.3 A 5.3 B 10.2 A 8.9 A 5.8 A 5.3 A 5.3 A 5.3 B 10.1 A 8.2 NBLTR B 13.6 B 17.6 C 20.9 C 22.4 C 22.7 C 22.4 B 19.5 C 27.2 C 21.5 C 22.4 C 22.7 C 22.4 B 19.9 C 28.8 SBLTR B 16.4 C 21.3 C 25.2 C 27.1 C 27.1 C 27.1 C 23.4 D 38.3 C 26.1 C 27.1 C 27.1 C 27.1 C 23.9 D 46.4 Overall B 11.8 B 12.9 B 17.2 D 45.5 C 21.2 F 170.4 B 19.2 C 24.3 B 18.3 E 59.8 C 23.7 F 215.7 B 19.3 C 24.8 2. US Route 522 / Fairfax Pike (VA Route 277) / US Route 340 EBL C 34.0 D 54.1 D 48.6 E 75.2 E 65.4 F 196.3 D 36.0 E 70.0 D 40.9 E 78.1 E 71.8 F 210.7 D 36.6 E 69.6 EBT D 37.5 E 69.4 D 38.9 E 75.3 EBR C 30.2 D 48.8 D 41.9 E 58.5 D 43.8 F 97.9 C 28.5 D 45.0 D 35.8 E 57.9 D 44.3 F 98.2 C 29.0 D 46.3 WBL D 36.1 D 39.2 D 51.5 D 52.3 D 54.2 E 55.4 D 40.9 D 47.4 D 45.2 D 53.4 E 55.0 E 55.5 D 41.4 D 47.8 WBT C 33.9 E 63.7 D 46.4 F 109.3 D 52.4 F 159.2 D 38.7 E 68.3 D 41.2 F 131.1 D 53.8 F 180.0 D 39.2 E 73.4 WBR D 36.5 D 40.7 D 36.9 D 41.3 NBL D 41.0 E 69.7 E 62.3 F 132.9 F 99.5 F 307.9 D 45.6 E 68.2 D 51.9 F 137.9 F 105.1 F 308.4 D 46.1 E 74.7 NBT C 26.7 D 42.9 D 39.3 D 50.6 D 36.8 D 54.4 D 36.9 D 45.7 C 32.3 F 101.9 D 37.6 E 58.8 D 37.4 D 51.5 NBR C 27.0 D 40.6 D 39.0 D 45.1 D 36.3 D 48.0 D 36.7 D 40.6 C 31.7 E 59.5 D 36.4 D 47.9 D 36.2 D 42.3 SBL D 39.1 E 59.7 D 39.7 E 70.8 E 57.0 E 73.2 D 51.2 E 64.3 D 47.8 E 58.3 E 57.9 E 73.2 D 51.4 E 67.5 SBT C 27.0 D 48.8 D 35.6 E 70.2 D 47.6 E 75.5 D 39.0 D 52.0 D 38.5 E 79.5 D 48.0 F 86.5 D 38.9 E 57.6 SBR A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 Overall C 30.8 D 50.3 D 43.6 E 71.1 D 54.1 F 116.9 D 38.0 D 54.1 D 38.5 F 90.8 E 56.1 F 123.6 D 38.4 E 58.4 3. US Route 522 / Maranto Manor Drive EBL C 22.5 C 23.0 C 22.5 C 26.5 C 23.2 C 28.3 NO MITIGATION REQUIRED C 22.5 C 27.1 C 23.6 C 29.0 NO MITIGATION REQUIRED EBR C 23.0 C 24.4 C 23.0 C 28.3 C 23.7 C 30.5 C 23.0 C 29.0 C 24.1 C 31.2 NBL C 23.9 C 24.2 C 23.9 C 27.5 C 24.6 C 29.3 C 23.9 C 28.1 C 25.0 C 29.9 NBT A 6.9 A 8.3 A 7.5 A 8.2 A 7.7 A 8.2 A 7.6 A 8.2 A 7.7 A 8.3 SBT B 16.7 B 19.5 B 17.6 B 19.3 B 18.1 B 19.3 B 17.9 B 19.3 B 18.1 B 19.4 SBR B 14.6 B 16.2 B 14.6 B 14.6 B 14.3 B 13.9 B 14.6 B 14.4 B 14.1 B 13.7 Overall B 13.4 B 14.9 B 13.3 B 15.1 B 13.5 B 15.2 B 13.4 B 15.1 B 13.5 B 15.2 120 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 56 Table7-2 (continued) Total Future Conditions with Mitigation Level of Service Summary Approach / Lane Group Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2035 Future Conditions with Development (MITIGATED) 2042 Future Conditions without Development 2042 Future Conditions with Development 2042 Future Conditions with Development (MITIGATED) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 4. US Route 522 / Lake Frederick Drive EBL D 48.5 D 49.1 E 70.4 E 61.9 E 70.4 E 61.9 NO MITIGATION REQUIRED E 70.4 E 61.9 E 70.4 E 61.9 NO MITIGATION REQUIRED EBR D 41.5 D 39.1 D 36.7 D 36.3 D 36.7 D 36.3 D 36.7 D 36.3 D 36.7 D 36.3 NBL B 12.5 A 10.0 C 24.2 D 35.5 C 26.4 D 37.7 C 25.0 D 36.5 C 27.3 D 38.7 NBT A 5.7 A 7.7 B 12.0 B 13.9 B 12.4 B 14.8 B 12.2 B 14.5 B 12.6 B 15.5 SBT B 19.1 B 14.5 C 28.7 C 30.6 C 30.0 C 33.1 C 29.2 C 31.5 C 30.5 C 34.4 SBR B 17.0 B 13.1 C 25.9 C 33.5 C 25.9 C 33.5 C 25.9 C 33.5 C 25.9 C 33.5 Overall B 16.8 B 13.8 C 31.5 C 28.2 C 31.3 C 29.1 C 31.3 C 28.5 C 31.2 C 29.5 5. Fairfax Pike (VA Route 277) / West Site Entrance -- Unsignalized NBR FUTURE B 11.9 C 15.7 NO MITIGATION REQUIRED FUTURE B 12.1 C 16.2 FUTURE 6. Fairfax Pike (VA Route 277) / Central Site Entrance -- Signalized EBT FUTURE B 13.4 C 26.2 NO MITIGATION REQUIRED FUTURE B 13.5 C 28.5 NO MITIGATION REQUIRED EBR B 10.3 B 10.3 B 10.2 B 10.5 WBL B 17.0 C 34.4 B 17.2 D 40.4 WBT A 5.3 A 6.2 A 5.3 A 6.6 NBL B 16.5 C 30.2 B 17.0 C 32.3 NBR B 12.6 C 20.8 B 13.1 C 21.9 Overall B 12.2 C 20.2 B 12.3 C 22.0 121 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 7-12035 Future Conditions with Development Levels-of-ServiceWith ImprovementsMadison Farms 277Frederick County, VA1234A/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r C/DB/AB/CB/CB/CB/CC/CA/AD/DD/ED/DD/ED/DD/DD/DD/EC/DD/ED/EB/CD/DYIELD****Lane Use Change56B/CA/AB/CB/CB/CB/BB/CC/CC/CB/BC/DD/DE/EB/BB/BA/AC/CC/CC/CB/BD/CSTOPB/C*57122 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKE4SITEDRIVEWAYKEYBOULEVARDKEY4U.S.ROUTE 522LAKEFREDERICKDRIVE1FAIRFAXPIKEWHITE OAKROADHUDSONHOLLOWFAIRFAXPIKEROAD2FAIRFAXHIGHWAYU.S.LORD FAIRFAXPIKEROUTE 5223U.S.ROUTE 522MARANTOMANORDRIVE5U.S.WESTENTRANCEMADISONFARM6U.S.CENTRALENTRANCEMADISONFARMNORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS REPORT GRAPHICS (07.17.2024).DWGFigure 7-22042 Future Conditions with Development Levels-of-ServiceWith ImprovementsMadison Farms 277Frederick County, VA1234A/BA/BOverall Levels of ServiceLevels of ServiceAM Pe a k H o u r PM Pea k H o u r B/CD/EYIELD****Lane Use ChangeC/DB/AB/CB/CB/CB/CC/CA/AD/ED/ED/DD/ED/DD/DD/DD/EC/DD/ED/E56B/CA/AB/DB/CB/CB/BB/CC/CD/DB/BC/DD/DE/EB/BB/BA/AC/CC/CC/CSTOPB/BC/CB/C*58123 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 59 Table 7-3 Total Future Conditions with Mitigation Queue Summary Approach/ Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2035 Future Conditions with Development (MITIGATED) 2042 Future Conditions without Development 2042 Future Conditions with Development 2042 Future Conditions with Development (MITIGATED) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1. Hudson Hollow Road (VA Route 636) / White Oak Road (VA Route 636) / Fairfax Pike (VA Route 277) EBL 1200 88 204 118 364 141 384 392 681 189 510 401 721 23 60 21 51 152 407 428 721 204 532 471 796 23 57 19 53 EBT 83 270 316 486 87 276 323 490 EBR WBL 3100 28 69 86 197 75 160 141 330 94 211 218 570 1 4 5 13 78 167 153 360 98 219 243 610 1 4 5 12 WBT 157 309 334 536 164 311 340 528 WBR 150 - 10 - 12 0 10 0 12 0 10 1 14 0 1 0 6 0 10 1 12 0 10 2 15 0 1 0 5 NBLTR 2000 20 69 25 62 34 72 25 62 31 73 25 62 30 88 37 87 34 72 25 62 31 73 25 61 30 89 39 106 SBLTR 3700 25 98 38 104 41 97 38 104 33 97 49 116 44 139 76 188 41 97 38 104 33 97 53 121 45 142 78 206 2. US Route 522 / Fairfax Pike (VA Route 277) / US Route 340 EBL 1250 119 239 199 302 214 356 264 405 332 650 547 767 124 224 193 344 218 392 278 432 371 679 572 793 127 222 191 332 EBT 159 275 203 356 173 288 214 370 EBR 275 - 19 - 62 0 66 0 68 21 114 44 145 47 120 117 206 0 66 0 68 27 122 50 153 53 128 113 202 WBL 525 68 152 133 225 106 186 201 298 105 186 201 298 96 185 183 274 104 186 201 298 107 186 201 298 99 184 181 271 WBT 1500 42 109 298 534 62 125 388 598 90 168 465 682 67 138 291 466 64 130 427 642 95 172 504 724 72 142 308 493 WBR 0 0 0 0 0 0 0 0 NBL 600 70 157 179 344 177 366 285 468 276 541 475 679 110 181 160 243 172 366 285 468 283 541 475 679 114 178 161 255 NBT 2400 117 207 295 411 214 307 408 578 212 307 408 578 194 296 353 436 219 323 494 629 226 323 440 629 210 306 390 513 NBR 300 - 40 - 73 0 64 7 87 0 64 7 87 0 64 0 66 0 64 18 102 0 64 17 102 0 63 0 68 SBL 150 43 109 63 121 56 119 69 121 57 119 69 121 53 116 63 118 57 119 67 121 58 119 69 121 54 111 63 118 SBT 950 86 163 221 301 142 212 334 458 147 212 334 458 130 210 288 362 153 224 357 496 157 224 357 496 141 211 311 407 SBR 550 - - - - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3. US Route 522 / Maranto Manor Drive EBL 250 7 21 13 32 8 22 14 37 8 23 15 40 NO MITIGATION NECESSARY 8 22 15 38 8 24 17 41 NO MITIGATION NECESSARY EBR 250 - 15 - 25 0 16 0 27 0 17 0 28 0 16 0 27 0 17 0 28 NBL 625 9 24 17 40 9 26 19 45 10 27 21 49 9 26 20 47 10 28 22 50 NBT 525 41 65 86 130 66 101 119 171 81 120 143 199 70 105 130 184 85 125 154 214 SBT 325 68 108 96 151 90 137 151 223 112 166 183 262 96 145 161 235 118 174 193 275 SBR 825 - 16 - 21 0 15 0 20 0 15 0 19 0 15 0 20 0 15 0 19 124 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 60 Table 7-3 Total Future Conditions with Mitigation Queue Summary Approach/ Lane Group Storage Length (ft) Existing Conditions 2035 Future Conditions without Development 2035 Future Conditions with Development 2035 Future Conditions with Development (MITIGATED) 2042 Future Conditions without Development 2042 Future Conditions with Development 2042 Future Conditions with Development (MITIGATED) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 4. US Route 522 / Lake Frederick Drive EBL - 75 132 93 157 268 451 224 366 268 451 224 366 NO MITIGATION NECESSARY 268 451 224 366 268 451 224 366 NO MITIGATION NECESSARY EBR - - 34 - 26 0 50 0 41 0 50 0 41 0 50 0 41 0 50 0 41 NBL 450 8 23 19 43 22 42 55 90 22 42 55 90 22 42 55 90 22 42 55 90 NBT 1650 66 105 152 230 115 151 265 329 134 173 302 374 124 162 290 359 144 185 330 408 SBT 1335 103 155 145 222 163 215 251 320 194 253 299 377 174 229 271 344 206 268 321 404 SBR 300 - 26 - 39 0 40 0 61 0 40 0 61 0 40 0 61 0 40 0 61 5. Fairfax Pike (VA Route 277) / West Site Entrance – Unsignalized NBR FUTURE NA 10 NA 10 NO MITIGATION NECESSARY FUTURE NA 12.5 NA 10 NO MITIGATION NECESSARY 6. Fairfax Pike (VA Route 277) / Central Site Entrance -- Signalized EBT 800 FUTURE 139 316 414 725 NO MITIGATION NECESSARY FUTURE 152 337 421 740 NO MITIGATION NECESSARY EBR 200 0 39 11 48 0 39 10 46 WBL 320 49 120 129 295 50 120 135 319 WBT 3400 68 161 190 355 73 168 207 388 NBL 76 189 121 197 79 189 121 197 NBR 16 68 77 139 20 76 79 144 125 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 61 SECTION 8 CONCLUSIONS The principal findings of this traffic impact analysis are as follows: 1. The existing conditions analysis indicates that all study intersections operate at an overall LOS D or better during the weekday AM and PM peak hours. Some lane groups at the Fairfax Pike/US Route 340/US Route 522 intersection currently operate at a LOS E during the PM peak hour. 2. Under future conditions without the proposed development in 2035 and 2042, regional traffic growth and the single pipeline development would cause some increases in delays resulting in the Fairfax Pike/Hudson Hollow Road/White Oak Road dropping to an overall LOS E during the PM peak hour in 2042 and the Fairfax Pike/US Route 340/US Route 522 dropping to an overall LOS E during the PM peak hour in 2035 and an overall LOS F during the PM peak hour in 2042. 3. The Madison Farms 277 development is planned to be built in a single phase by 2035. It is proposed to include 97,000 S.F. of medical and commercial uses and up to 900 D.U., consisting of a mix of multifamily low-rise, single family attached and detached, and senior adult multifamily housing. The residential and commercial components are forecasted to generate 677 new AM peak hour trips (329 in and 348 out), 816 new PM peak hour trips (393 in and 423 out), and 9,321 new daily trips. 4. The proposed project would have some traffic impacts in 2035 and 2042 at the following intersections: Fairfax Pike/Hudson Hollow Road/White Oak Road Fairfax Pike/US Route 340/US Route 522. 5. The following improvements are required to mitigate the impacts associated with the project: Fairfax Pike/Hudson Hollow Road/White Oak Road Construct an exclusive eastbound left turn lane on Fairfax Pike. o This mitigation is recommended to resolve impacts to the eastbound left/through lane group and the overall intersection in both 2035 and 2042. o The storage length for the eastbound left turn lane should be 120 feet to accommodate total future 95th percentile queues. Construct westbound exclusive left turn lane on Fairfax Pike. o Although not required from a mitigation standpoint, the westbound approach will need to be widened to maintain proper transitions through the intersection (as a 126 Madison Farms 277 Traffic Impact Study September 2024 Latest Revision June 2025 62 result of the addition of an eastbound left turn lane). Because of the minimal queue length projected for the westbound left turn lane (i.e. less than one car length), the minimum storage length should be provided for the westbound left turn lane. Fairfax Pike/US Route 340/US Route 522 Construct an eastbound left turn lane on Fairfax Pike, a westbound right turn lane on US Route 340, and dual northbound left turn lanes on US Route 522. Note that this improvement also would require widening the west left of the intersection to accommodate two receiving lanes for the dual northbound left turn lanes. The existing eastbound and westbound split phase operation would remain in conjunction with this improvement. o This mitigation is recommended to improve the intersection to an overall LOS D during the 2035 AM and PM peak hours with development. Under 2035 conditions with development, all lane groups would operate at acceptable levels of service during the AM peak hour. During the PM peak hour, levels of service for all lane groups would be equal to or better than background conditions. o This mitigation also is recommended to improve the intersection to an overall LOS D during the AM peak hour and LOS E during the PM peak hour under the 2042 future conditions with development. Under 2042 conditions with development, all lane groups would operate at acceptable levels of service during the AM peak hour. During the PM peak hour, levels of service for all lane groups would be equal to or better than background conditions. o The storage length for the eastbound left turn lane should be 350 feet to accommodate 95th percentile queues. o The storage length for the dual northbound left turn lanes should be 260 feet to accommodate 95th percentile queues. 6. The proposed site entrances would operate at acceptable levels of service and would meet VDOT spacing standards. Both proposed entrances would warrant 200-foot right turn lanes on Fairfax Pike. The eastern-most, full-movement entrance also would warrant a left turn lane on Fairfax Pike and would meet peak hour traffic signal warrants. The westbound left turn lane should be constructed with a minimum storage length of 320 feet. 7. A separate traffic signal justification report for the primary (full-movement) site entrance should be conducted and a traffic signal should be installed if approved by VDOT. The traffic signal justification report will be conducted at the time of site plan. O:\PROJECTS\9001-9500\9307 MADISON FARMS 277\DOCUMENTS\REVISED REPORT #3\MADISON FARMS 277 TIA_3RD REVISION.DOCX 127 Madison Farms 277 Traffic Impact Study APPENDIX A Scoping Agreement 128 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Tele: E-mail: Wells + Associates / Jim Watson, AICP 703-508-1922 jwwatson@wellsandassociates.com Developer/Owner Name: Tele: E-mail: Madison II, LLC / Daniel Michael 540-908-6333 dmichael.5bases@gmail.com Project Information Project Name: Madison Farms 277 Locality/County: Frederick County Project Location: (Attach regional and site specific location map) 1702 FAIRFAX PIKE WHITE POST, VA (see map) Submission Type Comp Plan Rezoning Site Plan Subd Plat Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) Madison Village 277: 149 acre site that is proposed to be developed with up to 630 multifamily units (150 age resricted) and up to 270 single family attached and detached units. Commerical uses are also proposed consisting of up to 80,000 square feet of medical uses, 4,000 square feet of fast-food dining with drive-through access, 2,500 square feet of coffee/donut shop with drive-through access, and 8,000 square feet of strip retail. The site is planned to have three access points along Rt 277, the westernmost of which may be designed as a right-in/right-out access point. Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other Residential Uses(s) Number of Units: 900 ITE LU Code(s): 210, 215 220 252 Commercial Use(s) ITE LU Code(s): 630, 650, 720 932 822 Square Ft or Other Variable: 94,500 Other Use(s) ITE LU Code(s): Independent Variable(s): 129 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Total Peak Hour Trip Projection: Less than 100 100 – 499 500 – 999 1,000 or more Traffic Impact Analysis Assumptions Study Period Existing Year: 2024 Build-out Year: 2035 Design Year: 2042 Study Area Boundaries (Attach map) North: Maranto Manor Drive South: Lake Frederick Drive East: US-522 West: State Route 636 External Factors That Could Affect Project (Planned road improvements, other nearby developments) Future minor arterial running east-west from US 522 to US 11 included in the Southern Frederick Area Plan that is expected to bisect the site. Consistency With Comprehensive Plan (Land use, transportation plan) Property was recently added to the UDA and Comp Plan amended to allow for this project as described. Available Traffic Data (Historical, forecasts) 2022 VDOT Average Annual Daily Traffic (AADT): US 340: 7,800 vpd (7.5% HV) Fairfax Pike (VA 277): 9,400 vpd (7% HV) Hudson Hollow Road (VA 636): 1,700 vpd (0% HV) White Oak Road (VA 636): 2,200 vpd (0% HV) US 522 (North of VA 277 & US 340): 13,000 vpd (12.6% HV) US 522 (South of VA 277 & US 340): 20,000 vpd (15% HV) Maranto Manor Drive: 910 vpd (0% HV) Lake Frederick Drive: 220 vpd (0% HV) Trip Distribution (Attach sketch) Road Name: Fairfax Pike (West of U.S. 522) == 35% Road Name: U.S. 522 (North of Fairfax Pike) == 30% Road Name: U.S. 522 (South of Fairfax Pike) == 25% Road Name: U.S. 340 (East of U.S. 522) == 10% Annual Vehicle Trip Growth Rate: 1% Peak Period for Study (check all that apply) AM PM SAT Peak Hour of the Generator N/A Study Intersections and/or Road Segments (Attach additional sheets as necessary) 1.Fairfax Pike (VA 277)/White Oak Road/Hudson Hollow Road (VA 636) 6. 2.Fairfax Pike (VA 277)/Lord Fairfax Highway (US 340)/Front Royal Pike (US 522) 7. 3.Front Royal Pike (US 522)/Maranto Manor Drive 8. 4.Front Royal Pike (US 522)/Lake Frederick Drive 9. 5. 10. 130 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Trip Adjustment Factors Internal allowance: Yes No Reduction: TBD% trips Pass-by allowance: Yes No Reduction: ITE LU 934: AM = 50% PM = 55% ITE LU: 938: AM = 90% PM = 98% trips Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length) TBD Improvement(s) Assumed or to be Considered Planned arterials and collectors are beyond the development horizon. No other improvements have been identified. Background Traffic Studies Considered The Lake Frederick subdivision will be considered as a background development. Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be Addressed Queuing analysis Actuation/Coordination Weaving analysis Merge analysis Bike/Ped Accommodations Intersection(s) TDM Measures Other NOTES on ASSUMPTIONS: 1. Typical Synchro parameters to be utilized in this analysis will be consistent with those values provided in VDOT’s Traffic Operations and Safety Analysis Manual (TOSAM), Version 2.0. 2.Synchro 10.3 will be used to conduct capacity analyses. Consistent with VDOT’s Administrative Guidelines, the existing conditions analysis will use field measured peak hour factors (PHF) but will not use values lower than 0.85. For future conditions analysis, the field measured PHF will be used with a minimum value of 0.92. 3. The traffic assessment will utilize heavy vehicles of five (5) percent along Fairfax Pike (Route 522) and three (3) percent along Route 277. 4. The following study periods will be evaluated: - 2024 Existing Conditions - 2035 Background Future Buildout Year (existing traffic+growth+approved projects) - 2035 Total Future Buildout Year (existing traffic+growth+approved projects+proposed site) - 2042 Background Future Buildout Year (existing traffic+growth+approved projects) - 2042 Total Future Buildout Year (existing traffic+growth+approved projects+proposed site) 5. Turn lane warrant analyses based on the VDOT Road Design Manual will be conducted for total future forecasted volumes where applicable. Proposed spacing will be compared to VDOT reuirments in Appendix F of the Road Design Manual. 6. Traffic count volumes will be compared to historic sources where avaialble to determine if adjustments would be required to account for the COVID-19 pandemic. 131 It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. SIGNED: _________________________________ DATE: ______________ Applicant or Consultant PRINT NAME: _____________________________ Applicant or Consultant 6/24/2024 Jim Watson, AICP 132 SITEFAIRFAX PIKE522340522LAKEFREDERICKDRIVEMARANTO MANOR DRIVEWH I T E O A K R O A D HU D S O N H O L L O W R O A D FAIRFAX PIKEINTERSTATE81NORTHO:\PROJECTS\9001-9500\9307 MADISON FARMS 277\GRAPHICS\MADISON FARMS SCOPING GRAPHICS.DWGFigure 1Site Location, Study Intersections and DistributionsMadison Farms 277Frederick County, VAStudy IntersectionX1243ACBXSite Access PointDirectional Trip DistributionXX%25%10%30%35%35%25%30%133 Table 1277 Madison FarmsTrip Generation Analysis 1ITELand UseAM Peak HourCode Size Units In Out Total In Out TotalDevelopment ProgramLand Bay 1Residential Uses: Multifamily Housing (Low-Rise) 220 120 DU 14 46 60 45 27 72 Senior Adult Housing - Multifamily 252 150 DU 10 19 29 21 17 38 Total Land Bay 1 Residential (270 units):24 65 89 66 44 110 Commercial Uses:Fast-Food Restaurant with Drive-Through Window934 4,000 SF 91 87 178 69 63 132 (46) (44) (89) (38) (35) (73)464489312959Coffee/Donut Shop with Drive-Through Window937 2,500 SF 109 105 215 49 49 97(99) (95) (193) (48) (48) (96)111121112Strip Retail Plaza (<40K)822 8,000 SF 11 8 19 33 33 66 Free-Standing Emergency Room650 10,000 SF 6 6 11 7 8 15 Clinic630 10,000 SF 22 5 28 11 26 37 Clinic (Family Medicine)630 20,000 SF 45 10 55 22 52 74 Medical-Dental Office Building (Stand-Alone) (Outpatient Medical Facility) 720 20,000 SF 45 12 57 23 55 78 Medical-Dental Office Building (Stand-Alone)720 20,000 SF 45 12 57 23 55 78 Total Land Bay 1 Commerical (94,500 sf ):230 106 336 151 259410 254 172 426 217 303520 Land Bay 2Senior Adult Housing - Multifamily 252 360 DU 24 45 69 50 40 90 24 45 69 50 4090 Land Bay 3Single-Family Detached Housing210 120 DU 22 66 88 74 44 118 Single-Family Attached Housing215 150 DU 18 54 72 51 35 86 40 120 160 125 79204 Land Bay 4318 337 655 392 422 814 Notes:1. Trip Generation based on the Institute of Transportation Engineers' (ITE) Trip Generation Manual, 11th Edition.2. Coffee Shop Pass-By Reduction was based on ITE LUC 938: Coffee/Donut Shop with Drive-Through Window and No Indoor SeatingSubtotal:Open Space OnlyPass-By Reduction (50% Weekday AM Peak & 55% Weekday PM Peak)Subtotal:Net New TripsLand UsePM Peak HourLand Bay 1 Residential and Commerical Subtotal:Land Bay 2 Residential Subtotal:Land Bay 3 Residential Subtotal:Pass-By Reduction(2) (90% Weekday AM Peak & 98% Weekday PM Peak)Wells + Associates, Inc.Tysons, Virginia134 Madison Farms 277 Traffic Impact Study APPENDIX B Levels of Service Descriptions 135 Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 10 sec per vehicle. This level of service 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. LOS B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <10.0 B > 10.0 and <20.0 C > 20.0 and < 35.0 D > 35.0 and < 55.0 E > 55.0 and < 80.0 F >80.0 LOS C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-1 136 Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. . . . Table 17-2. Level of Service Criteria for TWSC Intersections LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh) A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 Average total delay less than 10 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 10 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 50 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 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, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized 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 than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. . . . LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of s ervice is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles’ selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-2 137 Madison Farms 277 Traffic Impact Study APPENDIX C Existing Traffic Count Data 138 Madison Farms 277DATE: White Oak Road - 636DAY: WednesdayHudson Hollow Road - 636Fairfax Pike & White Oak Rd. & Hudson Hollow Rd.WEATHER: clearFairfax Pike - 277Frederick County,VACOUNTED BY: MajdaFairfax Pike - 277INPUTED BY: aganNorth East& & TotalRight Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF South WestOne Hour Volumes6:00 AM - 7:00 AM 11 6 23 0 40 0.67 5 97 4 0 106 0.76 43 20 28 0 91 0.71 1 263 72 0 336 0.71 131 442 573 0.746:15 AM - 7:15 AM 45 11 36 0 92 0.41 11 117 5 0 133 0.72 40 32 31 0 103 0.8 2 259 124 0 385 0.82 195 518 713 0.746:30 AM - 7:30 AM 74 10 48 0 132 0.59 14 131 6 0 151 0.82 35 37 39 0 111 0.87 2 253 159 0 414 0.88 243 565 808 0.846:45 AM - 7:45 AM 136 16 48 0 200 0.6 27 144 6 0 177 0.73 32 36 39 0 107 0.84 7 239 192 0 438 0.92 307 615 922 0.817:00 AM - 8:00 AM 176 19 51 0 246 0.74 29 175 5 0 209 0.86 22 34 42 0 98 0.82 9 227 182 0 418 0.88 344 627 9710.857:15 AM - 8:15 AM 150 20 36 0 206 0.62 27 175 3 0 205 0.84 22 20 43 0 85 0.92 12 236 132 0 380 0.8 291 585 876 0.777:30 AM - 8:30 AM 126 20 29 0 175 0.53 26 190 3 0 219 0.9 23 17 47 0 87 0.91 17 232 108 0 357 0.75 262 576 838 0.737:45 AM - 8:45 AM 63 19 25 0 107 0.44 14 187 5 0 206 0.84 20 16 54 0 90 0.87 14 225 76 0 315 0.8 197 521 718 0.748:00 AM - 9:00 AM 25 15 17 0 57 0.89 9 188 4 0 201 0.9 22 15 47 0 84 0.81 19 227 45 0 291 0.94 141 492 633 0.954:00 PM - 5:00 PM 144 35 33 0 212 0.51 48 402 33 0 483 0.91 15 32 35 0 82 0.93 33 359 160 0 552 0.93 294 1035 1329 0.894:15 PM - 5:15 PM 173 36 39 0 248 0.6 42 444 37 0 523 0.94 16 31 36 0 83 0.94 35 353 142 0 530 0.9 331 1053 13840.934:30 PM - 5:30 PM 175 35 41 0 251 0.6 37 449 29 0 515 0.93 15 28 33 0 76 0.86 40 342 113 0 495 0.88 327 1010 1337 0.94:45 PM - 5:45 PM 175 31 36 0 242 0.58 23 432 29 0 484 0.87 12 27 33 0 72 0.86 44 340 73 0 457 0.93 314 941 1255 0.845:00 PM - 6:00 PM 151 27 18 0 196 0.75 15 396 32 0 443 0.8 8 24 42 0 74 0.8 44 320 68 0 432 0.88 270 875 1145 0.835:15 PM - 6:15 PM 119 29 14 0 162 0.7 16 345 28 0 389 0.85 6 24 43 0 73 0.79 42 291 66 0 399 0.88 235 788 1023 0.935:30 PM - 6:30 PM 117 28 12 0 157 0.68 16 301 26 0 343 0.84 7 21 46 0 74 0.8 46 254 69 0 369 0.9 231 712 943 0.95:45 PM - 6:45 PM 101 25 12 0 138 0.59 14 280 19 0 313 0.89 11 18 50 0 79 0.86 38 221 72 0 331 0.88 217 644 861 0.826:00 PM - 7:00 PM 65 18 12 0 95 0.77 15 256 16 0 287 0.84 12 22 36 0 70 0.76 40 201 56 0 297 0.83 165 584 749 0.84WESTBOUND ROAD: LOCATION: INTERSECTION: W+A JOB NO: 9307Hudson Hollow Road - 636WestboundTimePeriodInt. PHFEastboundWhite Oak Road - 636Fairfax Pike - 277Fairfax Pike - 277Turning Movement Count - Total VehiclesSouthboundWells + Associates,IncTysons, Virginia5/1/2024PROJECT: SOUTHBOUND ROAD: EASTBOUND ROAD: NorthboundNORTHBOUND ROAD: 139 Madison Farms 277DATE: Stonewall Jackson Highway - 522DAY: WednesdayStonewall Jackson Highway - 522Stonewall Jackson Hwy. & Lake Frederick Dr.WEATHER: clear0Frederick County,VACOUNTED BY: WalterLake Frederick DriveINPUTED BY: aganNorth East& & TotalRight Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF South WestTotal636 3025 0 0 366100000 03522 336 0 3858 285 0 653 0 938 7519 938 8457One Hour Volumes6:00 AM - 7:00 AM 29 471 0 0 500 0.800000 04051904240.95 44 0 77 0 121 0.8 924 121 1045 0.866:15 AM - 7:15 AM 42 507 0 0 549 0.8700000 04752605010.71 47 0 79 0 126 0.83 1050 126 1176 0.916:30 AM - 7:30 AM 45 509 0 0 554 0.8800000 05174105580.79 49 0 86 0 135 0.84 1112 135 1247 0.956:45 AM - 7:45 AM 51 483 0 0 534 0.8500000 05364305790.82 52 0 119 0 171 0.66 1113 171 1284 0.977:00 AM - 8:00 AM 59 457 0 0 516 0.9300000 05564406000.85 55 0 124 0 179 0.69 1116 179 12950.987:15 AM - 8:15 AM 61 463 0 0 524 0.9400000 04864705330.84 76 0 139 0 215 0.83 1057 215 1272 0.967:30 AM - 8:30 AM 78 452 0 0 530 0.9500000 04614305040.95 86 0 136 0 222 0.85 1034 222 1256 0.957:45 AM - 8:45 AM 81 456 0 0 537 0.9700000 04594605050.94 91 0 122 0 213 0.83 1042 213 1255 0.958:00 AM - 9:00 AM 90 451 0 0 541 0.9500000 04545205060.94 80 0 127 0 207 0.81 1047 207 1254 0.954:00 PM - 5:00 PM 157 648 0 0 805 0.9100000 09508701037 0.89 25 0 137 0 162 0.79 1842 162 2004 0.924:15 PM - 5:15 PM 162 644 0 0 806 0.9100000 09538701040 0.9 30 0 144 0 174 0.85 1846 174 20200.934:30 PM - 5:30 PM 185 675 0 0 860 0.9200000 09017709780.84 33 0 131 0 164 0.89 1838 164 2002 0.924:45 PM - 5:45 PM 176 659 0 0 835 0.900000 08037208750.85 39 0 122 0 161 0.88 1710 161 1871 0.915:00 PM - 6:00 PM 176 600 0 0 776 0.8300000 07316207930.84 45 0 120 0 165 0.9 1569 165 1734 0.915:15 PM - 6:15 PM 170 567 0 0 737 0.7900000 06405906990.89 45 0 105 0 150 0.91 1436 150 1586 0.845:30 PM - 6:30 PM 151 485 0 0 636 0.8600000 05615806190.83 47 0 87 0 134 0.82 1255 134 1389 0.845:45 PM - 6:45 PM 147 428 0 0 575 0.8800000 05017005710.82 41 0 77 0 118 0.8 1146 118 1264 0.846:00 PM - 7:00 PM 125 398 0 0 523 0.8400000 04267204980.88 36 0 68 0 104 0.84 1021 104 1125 0.86Turning Movement Count - Total VehiclesSouthboundWells + Associates,IncTysons, Virginia5/1/2024PROJECT: SOUTHBOUND ROAD: EASTBOUND ROAD: NorthboundNORTHBOUND ROAD: PeriodInt. PHFEastboundStonewall Jackson Highway - 5220Lake Frederick DriveWESTBOUND ROAD: LOCATION: INTERSECTION: W+A JOB NO: 9307Stonewall Jackson Highway - 522WestboundTime140 Madison Farms 277DATE: Front Royal Pike - 522DAY: WednesdayFront Royal Pike - 522Front Royal Pike & Maranto Manor DriveWEATHER: clear0Frederick County,VACOUNTED BY: TiaMaranto Manor DriveINPUTED BY: aganNorth East& & TotalRight Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF South WestOne Hour Volumes6:00 AM - 7:00 AM 18 441 0 0 459 0.900000 02993203310.87 39 0 17 1 57 0.84 790 57 847 0.886:15 AM - 7:15 AM 18 454 1 0 473 0.9200000 03264003660.88 45 1 22 0 68 0.74 839 68 907 0.946:30 AM - 7:30 AM 17 450 1 0 468 0.9100000 03554203970.84 42 1 24 1 68 0.74 865 68 933 0.966:45 AM - 7:45 AM 22 428 1 0 451 0.88100010.25 0 415 43 0 458 0.81 44 1 26 4 75 0.82 909 76 985 0.97:00 AM - 8:00 AM 25 398 1 0 424 0.95100010.25 0 429 52 0 481 0.85 53 1 39 4 97 0.62 905 98 10030.927:15 AM - 8:15 AM 24 386 0 0 410 0.92100010.25 0 447 41 0 488 0.87 50 0 41 4 95 0.61 898 96 994 0.917:30 AM - 8:30 AM 27 357 0 1 385 0.87100010.25 0 423 41 0 464 0.82 55 0 50 4 109 0.7 849 110 959 0.887:45 AM - 8:45 AM 23 334 0 2 359 0.89100010.25 0 397 42 0 439 0.93 56 0 48 3 107 0.69 798 108 906 0.888:00 AM - 9:00 AM 23 347 0 2 372 0.82100010.25 1 412 38 0 451 0.87 51 0 44 3 98 0.82 823 99 922 0.844:00 PM - 5:00 PM 45 543 0 0 588 0.900000 176610108680.914207692270.87 1456 227 1683 0.944:15 PM - 5:15 PM 48 561 0 0 609 0.93100010.25 1 824 95 0 920 0.96 135 0 66 8 209 0.86 1529 210 17390.974:30 PM - 5:30 PM 51 557 0 0 608 0.93100010.25 1 785 97 0 883 0.94 149 0 69 7 225 0.92 1491 226 1717 0.964:45 PM - 5:45 PM 58 543 0 0 601 0.92300030.38 0 766 99 0 865 0.92 134 0 77 10 221 0.91 1466 224 1690 0.945:00 PM - 6:00 PM 56 497 0 0 553 0.85300030.38 0 711 89 0 800 0.85 112 0 85 10 207 0.85 1353 210 1563 0.95:15 PM - 6:15 PM 53 468 0 0 521 0.8200020.25 0 622 83 0 705 0.87 105 0 89 10 204 0.84 1226 206 1432 0.845:30 PM - 6:30 PM 44 415 0 0 459 0.91200020.25 0 562 78 0 640 0.79 90 0 79 8 177 0.85 1099 179 1278 0.835:45 PM - 6:45 PM 41 362 1 0 404 0.86100010.25 0 483 68 0 551 0.87 94 0 67 6 167 0.89 955 168 1123 0.876:00 PM - 7:00 PM 38 347 1 0 386 0.82100010.25 0 423 75 0 498 0.89 93 0 60 8 161 0.91 884 162 1046 0.87Turning Movement Count - Total VehiclesSouthboundWells + Associates,IncTysons, Virginia5/1/2024PROJECT: SOUTHBOUND ROAD: EASTBOUND ROAD: NorthboundNORTHBOUND ROAD: PeriodInt. PHFEastboundFront Royal Pike - 5220Maranto Manor DriveWESTBOUND ROAD: LOCATION: INTERSECTION: W+A JOB NO: 9307Front Royal Pike - 522WestboundTime141 Madison Farms 277DATE: Stonewall Jackson Highway - 522DAY: WednesdayStonewall Jackson Highway - 522Fairfax Pike & Lord Fairfax Hwy. & Stonewall Jackson Hwy.WEATHER: clearLord Fairfah Highway - 340Frederick County,VACOUNTED BY: AganFairfax Pike - 277INPUTED BY: aganNorth East& & TotalRight Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF Right Thru LeftU-Turn Total PHF South WestOne Hour Volumes6:00 AM - 7:00 AM 8 311 84 0 403 0.85 24 42 70 0 136 0.76 140 251 72 1 464 0.87 122 226 22 0 370 0.86 867 506 1373 0.886:15 AM - 7:15 AM 7 335 78 0 420 0.89 28 47 85 0 160 0.8 168 300 89 1 558 0.78 119 228 29 0 376 0.87 978 536 1514 0.916:30 AM - 7:30 AM 11 340 76 0 427 0.9 31 55 93 0 179 0.88 164 319 119 0 602 0.84 124 230 27 0 381 0.88 1029 560 1589 0.956:45 AM - 7:45 AM 13 323 73 0 409 0.92 30 63 102 0 195 0.96 153 368 129 0 650 0.9 116 203 32 0 351 0.87 1059 546 1605 0.967:00 AM - 8:00 AM 17 304 77 0 398 0.99 30 61 118 0 209 0.89 161 405 123 0 689 0.96 114 181 29 0 324 0.93 1087 533 16200.977:15 AM - 8:15 AM 21 302 69 0 392 0.98 28 68 120 0 216 0.92 147 392 120 0 659 0.93 119 157 26 0 302 0.89 1051 518 1569 0.957:30 AM - 8:30 AM 20 295 62 0 377 0.94 30 79 136 0 245 0.77 139 367 96 0 602 0.85 120 144 22 0 286 0.92 979 531 1510 0.937:45 AM - 8:45 AM 22 281 63 0 366 0.92 36 81 126 0 243 0.76 129 356 91 0 576 0.94 129 135 24 0 288 0.9 942 531 1473 0.958:00 AM - 9:00 AM 20 316 56 1 393 0.77 43 82 113 0 238 0.74 132 357 111 0 600 0.84 126 127 31 0 284 0.89 993 522 1515 0.884:00 PM - 5:00 PM 37 481 72 2 592 0.94 83 281 183 0 547 0.95 257 646 180 2 1085 0.92 153 190 64 0 407 0.9 1677 954 2631 0.964:15 PM - 5:15 PM 36 510 73 2 621 0.98 79 276 174 0 529 0.92 254 690 209 1 1154 0.96 165 176 61 0 402 0.89 1775 931 27060.984:30 PM - 5:30 PM 29 523 78 1 631 0.99 80 277 188 0 545 0.9 239 668 209 0 1116 0.93 165 179 59 0 403 0.89 1747 948 2695 0.984:45 PM - 5:45 PM 22 504 76 1 603 0.95 92 257 180 0 529 0.87 223 636 206 0 1065 0.89 171 170 51 0 392 0.87 1668 921 2589 0.945:00 PM - 6:00 PM 17 488 63 1 569 0.89 95 247 181 0 523 0.86 204 568 181 0 953 0.79 151 165 53 0 369 0.91 1522 892 2414 0.895:15 PM - 6:15 PM 17 442 57 1 517 0.81 92 235 178 0 505 0.83 170 502 143 0 815 0.84 132 154 55 0 341 0.84 1332 846 2178 0.855:30 PM - 6:30 PM 21 394 52 2 469 0.91 79 198 148 0 425 0.83 146 453 128 0 727 0.74 118 131 56 0 305 0.85 1196 730 1926 0.835:45 PM - 6:45 PM 27 341 50 2 420 0.86 63 178 136 0 377 0.79 112 389 108 0 609 0.85 107 118 54 0 279 0.78 1029 656 1685 0.836:00 PM - 7:00 PM 30 307 50 2 389 0.88 58 157 118 0 333 0.79 81 352 104 0 537 0.83 86 98 53 0 237 0.85 926 570 1496 0.84Turning Movement Count - Total VehiclesSouthboundWells + Associates,IncTysons, Virginia5/1/2024PROJECT: SOUTHBOUND ROAD: EASTBOUND ROAD: NorthboundNORTHBOUND ROAD: PeriodInt. PHFEastboundStonewall Jackson Highway - 522 Lord Fairfah Highway - 340Fairfax Pike - 277WESTBOUND ROAD: LOCATION: INTERSECTION: W+A JOB NO: 9307Stonewall Jackson Highway - 522WestboundTime142 Madison Farms 277 Traffic Impact Study APPENDIX D Existing Intersection Levels of Service and Queues (2024) 143 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 492 212 34 115 289 v/c Ratio 0.72 0.24 0.04 0.32 0.57 Control Delay 16.8 8.0 2.9 18.3 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 8.0 2.9 18.3 13.4 Queue Length 50th (ft) 88 28 0 20 25 Queue Length 95th (ft) 204 69 10 69 98 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 1161 1501 1304 748 896 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.42 0.14 0.03 0.15 0.32 Intersection Summary D-1 144 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 227 9 5 175 29 42 34 22 51 19 176 Future Volume (veh/h) 182 227 9 5 175 29 42 34 22 51 19 176 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 214 267 11 6 206 34 49 40 26 60 22 207 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %333333000000 Cap, veh/h 371 408 15 91 859 736 242 184 90 155 54 274 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 537 872 32 12 1836 1572 518 771 377 227 228 1148 Grp Volume(v), veh/h 492 0 0 212 0 34 115 0 0 289 0 0 Grp Sat Flow(s),veh/h/ln 1441 0 0 1847 0 1572 1665 0 0 1602 0 0 Q Serve(g_s), s 9.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 4.0 0.0 0.0 Cycle Q Clear(g_c), s 12.0 0.0 0.0 3.0 0.0 0.5 2.2 0.0 0.0 7.2 0.0 0.0 Prop In Lane 0.43 0.02 0.03 1.00 0.43 0.23 0.21 0.72 Lane Grp Cap(c), veh/h 794 0 0 950 0 736 516 0 0 483 0 0 V/C Ratio(X) 0.62 0.00 0.00 0.22 0.00 0.05 0.22 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 1455 0 0 1782 0 1455 1010 0 0 1015 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.3 0.0 0.0 6.9 0.0 6.3 13.4 0.0 0.0 15.2 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.3 0.0 0.1 0.2 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 0.7 0.0 0.1 0.7 0.0 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 0.0 0.0 7.2 0.0 6.3 13.6 0.0 0.0 16.4 0.0 0.0 LnGrp LOS BAAAAABAABAA Approach Vol, veh/h 492 246 115 289 Approach Delay, s/veh 11.0 7.0 13.6 16.4 Approach LOS BABB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 28.0 15.2 28.0 15.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 14.0 4.2 5.0 9.2 Green Ext Time (p_c), s 6.2 0.5 2.6 1.5 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B D-2 145 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 217 118 122 94 127 418 166 79 313 18 v/c Ratio 0.66 0.28 0.53 0.38 0.55 0.48 0.31 0.40 0.47 0.01 Control Delay 48.5 3.6 50.3 39.5 50.6 35.9 5.3 49.3 38.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 3.6 50.3 39.5 50.6 35.9 5.3 49.3 38.7 0.0 Queue Length 50th (ft) 119 0 68 42 70 117 0 43 86 0 Queue Length 95th (ft) 239 19 152 109 157 207 40 109 163 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 573 603 547 559 370 1257 683 296 1112 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.38 0.20 0.22 0.17 0.34 0.33 0.24 0.27 0.28 0.01 Intersection Summary D-3 146 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 181 114 118 61 30 123 405 161 77 304 17 Future Volume (veh/h) 29 181 114 118 61 30 123 405 161 77 304 17 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 30 187 118 122 63 31 127 418 166 79 313 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 40 250 248 186 124 61 163 767 342 124 694 Arrive On Green 0.16 0.16 0.16 0.11 0.11 0.11 0.09 0.22 0.22 0.07 0.20 0.00 Sat Flow, veh/h 255 1588 1572 1767 1174 578 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 217 0 118 122 0 94 127 418 166 79 313 0 Grp Sat Flow(s),veh/h/ln 1843 0 1572 1767 0 1752 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 8.4 0.0 5.1 5.0 0.0 3.8 5.4 8.0 7.0 3.3 5.9 0.0 Cycle Q Clear(g_c), s 8.4 0.0 5.1 5.0 0.0 3.8 5.4 8.0 7.0 3.3 5.9 0.0 Prop In Lane 0.14 1.00 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 291 0 248 186 0 185 163 767 342 124 694 V/C Ratio(X) 0.75 0.00 0.48 0.65 0.00 0.51 0.78 0.55 0.49 0.63 0.45 Avail Cap(c_a), veh/h 713 0 608 684 0 678 464 1569 700 371 1388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.1 0.0 28.8 32.2 0.0 31.7 33.2 25.9 25.5 33.9 26.4 0.0 Incr Delay (d2), s/veh 3.8 0.0 1.4 3.9 0.0 2.2 7.7 0.9 1.5 5.3 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 1.9 2.2 0.0 1.6 2.4 3.1 2.5 1.5 2.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.0 0.0 30.2 36.1 0.0 33.9 41.0 26.7 27.0 39.1 27.0 0.0 LnGrp LOS C A C D A CDCCDC Approach Vol, veh/h 335 216 711 392 Approach Delay, s/veh 32.6 35.1 29.3 29.5 Approach LOS CDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.3 21.7 21.7 13.8 23.3 16.2 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 7.4 7.9 10.4 5.3 10.0 7.0 Green Ext Time (p_c), s 0.2 2.5 1.4 0.1 4.5 0.8 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. D-4 147 Queues 3: US Route 522 & Maranto Manor Drive 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 47 58 57 466 433 27 v/c Ratio 0.11 0.15 0.13 0.22 0.29 0.04 Control Delay 23.8 9.1 24.3 7.2 16.5 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 9.1 24.3 7.2 16.5 7.8 Queue Length 50th (ft) 7 0 9 41 68 0 Queue Length 95th (ft) 21 15 24 65 108 16 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1789 1476 1295 3438 2670 1200 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.03 0.04 0.04 0.14 0.16 0.02 Intersection Summary D-5 148 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 43 53 52 429 398 25 Future Volume (veh/h) 43 53 52 429 398 25 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1693 1693 1826 1826 1826 1826 Adj Flow Rate, veh/h 47 58 57 466 433 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 5555 Cap, veh/h 320 258 251 1858 956 427 Arrive On Green 0.10 0.10 0.07 0.54 0.28 0.28 Sat Flow, veh/h 3127 2524 3374 3561 3561 1547 Grp Volume(v), veh/h 47 58 57 466 433 27 Grp Sat Flow(s),veh/h/ln 1564 1262 1687 1735 1735 1547 Q Serve(g_s), s 0.7 1.1 0.9 3.9 5.6 0.7 Cycle Q Clear(g_c), s 0.7 1.1 0.9 3.9 5.6 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 258 251 1858 956 427 V/C Ratio(X) 0.15 0.22 0.23 0.25 0.45 0.06 Avail Cap(c_a), veh/h 1724 1392 1240 4470 2550 1138 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 22.4 23.7 6.8 16.3 14.5 Incr Delay (d2), s/veh 0.3 0.5 0.2 0.1 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.8 1.8 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 23.0 23.9 6.9 16.7 14.6 LnGrp LOS C C C A B B Approach Vol, veh/h 105 523 460 Approach Delay, s/veh 22.8 8.7 16.6 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.1 25.1 15.2 39.2 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 2.9 7.6 3.1 5.9 Green Ext Time (p_c), s 0.1 3.2 0.4 3.6 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. D-6 149 Queues 4: US Route 522 & Lake Frederick Drive 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 127 56 45 567 466 60 v/c Ratio 0.55 0.22 0.07 0.25 0.27 0.07 Control Delay 48.7 12.5 7.1 7.4 17.6 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 12.5 7.1 7.4 17.6 5.7 Queue Length 50th (ft) 75 0 8 66 103 0 Queue Length 95th (ft) 132 34 23 105 155 26 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 464 456 664 2273 1744 810 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.27 0.12 0.07 0.25 0.27 0.07 Intersection Summary D-7 150 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 06/11/2025 Existing AM Madison Farms 2024 Baseline Existing AM 2:15 pm 05/08/2024 2024 Existing AM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 124 55 44 556 457 59 Future Volume (veh/h) 124 55 44 556 457 59 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 127 56 45 567 466 60 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %005555 Cap, veh/h 172 153 644 2383 1438 641 Arrive On Green 0.09 0.09 0.16 0.69 0.41 0.41 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 127 56 45 567 466 60 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 6.4 3.1 0.0 5.7 8.5 2.2 Cycle Q Clear(g_c), s 6.4 3.1 0.0 5.7 8.5 2.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 153 644 2383 1438 641 V/C Ratio(X) 0.74 0.37 0.07 0.24 0.32 0.09 Avail Cap(c_a), veh/h 483 430 644 2383 1438 641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 39.7 12.5 5.5 18.5 16.7 Incr Delay (d2), s/veh 7.3 1.8 0.0 0.2 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 2.8 0.4 1.5 3.1 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 41.5 12.5 5.7 19.1 17.0 LnGrp LOS D D BABB Approach Vol, veh/h 183 612 526 Approach Delay, s/veh 46.3 6.2 18.9 Approach LOS D A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 17.6 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 7.7 8.4 2.0 10.5 Green Ext Time (p_c), s 7.7 0.6 0.0 5.9 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B D-8 151 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 571 517 45 89 267 v/c Ratio 0.72 0.49 0.05 0.39 0.63 Control Delay 15.9 9.1 2.3 24.8 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 9.1 2.3 24.8 17.8 Queue Length 50th (ft) 118 86 0 25 38 Queue Length 95th (ft) #364 197 12 62 104 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 797 1063 989 468 717 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.72 0.49 0.05 0.19 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. D-9 152 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 353 35 37 444 42 36 31 16 39 36 173 Future Volume (veh/h) 142 353 35 37 444 42 36 31 16 39 36 173 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 380 38 40 477 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %333333000000 Cap, veh/h 228 514 47 112 950 865 207 162 64 113 70 240 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 259 933 85 70 1727 1572 520 767 304 164 332 1138 Grp Volume(v), veh/h 571 0 0 517 0 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1278 0 0 1798 0 1572 1591 0 0 1633 0 0 Q Serve(g_s), s 11.7 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 4.2 0.0 0.0 Cycle Q Clear(g_c), s 20.9 0.0 0.0 9.2 0.0 0.7 2.1 0.0 0.0 8.1 0.0 0.0 Prop In Lane 0.27 0.07 0.08 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 789 0 0 1062 0 865 433 0 0 423 0 0 V/C Ratio(X) 0.72 0.00 0.00 0.49 0.00 0.05 0.21 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 1075 0 0 1413 0 1184 811 0 0 839 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.2 0.0 0.0 7.5 0.0 5.5 17.4 0.0 0.0 19.7 0.0 0.0 Incr Delay (d2), s/veh 2.9 0.0 0.0 0.7 0.0 0.1 0.2 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 2.4 0.0 0.2 0.8 0.0 0.0 2.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.1 0.0 0.0 8.2 0.0 5.6 17.6 0.0 0.0 21.3 0.0 0.0 LnGrp LOS BAAAAABAACAA Approach Vol, veh/h 571 562 89 267 Approach Delay, s/veh 13.1 8.0 17.6 21.3 Approach LOS B A B C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 37.0 16.1 37.0 16.1 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 22.9 4.1 11.2 10.1 Green Ext Time (p_c), s 6.3 0.4 7.0 1.3 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B D-10 153 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 242 168 178 363 214 704 259 77 520 37 v/c Ratio 0.78 0.41 0.46 0.90 0.84 0.73 0.42 0.48 0.76 0.02 Control Delay 69.5 9.9 50.1 74.6 82.6 49.2 7.0 68.0 57.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.5 9.9 50.1 74.6 82.6 49.2 7.0 68.0 57.5 0.0 Queue Length 50th (ft) 199 0 133 298 179 295 0 63 221 0 Queue Length 95th (ft) 302 62 225 #534 #344 #411 73 121 301 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 414 486 399 413 270 975 621 216 810 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.58 0.35 0.45 0.88 0.79 0.72 0.42 0.36 0.64 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. D-11 154 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 176 165 174 276 79 210 690 254 75 510 36 Future Volume (veh/h) 61 176 165 174 276 79 210 690 254 75 510 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 62 180 168 178 282 81 214 704 259 77 520 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333555555 Cap, veh/h 74 216 249 397 311 89 243 911 406 113 654 Arrive On Green 0.16 0.16 0.16 0.22 0.22 0.22 0.14 0.26 0.26 0.06 0.19 0.00 Sat Flow, veh/h 469 1363 1572 1767 1386 398 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 242 0 168 178 0 363 214 704 259 77 520 0 Grp Sat Flow(s),veh/h/ln 1832 0 1572 1767 0 1784 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 14.7 0.0 11.6 10.0 0.0 22.8 13.9 21.6 17.0 5.0 16.5 0.0 Cycle Q Clear(g_c), s 14.7 0.0 11.6 10.0 0.0 22.8 13.9 21.6 17.0 5.0 16.5 0.0 Prop In Lane 0.26 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 290 0 249 397 0 401 243 911 406 113 654 V/C Ratio(X) 0.83 0.00 0.67 0.45 0.00 0.91 0.88 0.77 0.64 0.68 0.80 Avail Cap(c_a), veh/h 462 0 397 446 0 450 302 1023 456 242 905 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.9 0.0 45.6 38.4 0.0 43.4 48.5 39.2 37.6 52.6 44.5 0.0 Incr Delay (d2), s/veh 7.2 0.0 3.2 0.8 0.0 20.3 21.2 3.7 3.1 7.1 4.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 0.0 4.6 4.3 0.0 12.0 7.3 9.3 6.6 2.3 7.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.1 0.0 48.8 39.2 0.0 63.7 69.7 42.9 40.6 59.7 48.8 0.0 LnGrp LOS D A D D A E E D D E D Approach Vol, veh/h 410 541 1177 597 Approach Delay, s/veh 51.9 55.6 47.3 50.2 Approach LOS D E D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.4 28.4 28.1 15.9 36.9 34.1 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 15.9 18.5 16.7 7.0 23.6 24.8 Green Ext Time (p_c), s 0.2 3.2 1.5 0.1 5.0 1.1 Intersection Summary HCM 6th Ctrl Delay 50.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. D-12 155 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 76 139 98 849 578 49 v/c Ratio 0.17 0.29 0.24 0.47 0.55 0.10 Control Delay 26.5 7.8 27.7 9.3 20.7 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.5 7.8 27.7 9.3 20.7 6.3 Queue Length 50th (ft) 13 0 17 86 96 0 Queue Length 95th (ft) 32 25 40 130 151 21 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1740 1479 1149 3438 2368 1074 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.04 0.09 0.09 0.25 0.24 0.05 Intersection Summary D-13 156 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 135 95 824 561 48 Future Volume (veh/h) 74 135 95 824 561 48 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1826 1826 1826 1826 Adj Flow Rate, veh/h 76 139 98 849 578 49 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %445555 Cap, veh/h 403 326 326 1861 912 407 Arrive On Green 0.12 0.12 0.10 0.54 0.26 0.26 Sat Flow, veh/h 3401 2745 3374 3561 3561 1547 Grp Volume(v), veh/h 76 139 98 849 578 49 Grp Sat Flow(s),veh/h/ln 1700 1373 1687 1735 1735 1547 Q Serve(g_s), s 1.2 2.7 1.5 8.6 8.4 1.4 Cycle Q Clear(g_c), s 1.2 2.7 1.5 8.6 8.4 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 403 326 326 1861 912 407 V/C Ratio(X) 0.19 0.43 0.30 0.46 0.63 0.12 Avail Cap(c_a), veh/h 1787 1443 1182 4260 2431 1084 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 23.4 24.0 8.1 18.6 16.0 Incr Delay (d2), s/veh 0.3 1.1 0.2 0.2 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.9 0.5 1.9 2.8 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.0 24.4 24.2 8.3 19.5 16.2 LnGrp LOS C C C A B B Approach Vol, veh/h 215 947 627 Approach Delay, s/veh 23.9 10.0 19.2 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.6 25.1 16.4 40.7 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 3.5 10.4 4.7 10.6 Green Ext Time (p_c), s 0.1 4.5 1.0 7.5 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. D-14 157 Queues 4: US Route 522 & Lake Frederick Drive 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 155 32 94 1025 692 174 v/c Ratio 0.60 0.12 0.20 0.46 0.40 0.20 Control Delay 49.7 13.6 8.3 9.8 17.8 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.7 13.6 8.3 9.8 17.8 3.4 Queue Length 50th (ft) 93 0 19 152 145 0 Queue Length 95th (ft) 157 26 43 230 222 39 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 456 432 595 2236 1744 866 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.34 0.07 0.16 0.46 0.40 0.20 Intersection Summary D-15 158 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 05/13/2025 Existing PM Madison Farms 2024 Baseline Existing PM 3:23 pm 05/08/2024 2024 Existing PM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 144 30 87 953 644 162 Future Volume (veh/h) 144 30 87 953 644 162 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 155 32 94 1025 692 174 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %005555 Cap, veh/h 198 176 415 2345 1795 801 Arrive On Green 0.11 0.11 0.05 0.68 0.52 0.52 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 155 32 94 1025 692 174 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 7.9 1.7 2.3 12.9 11.4 5.8 Cycle Q Clear(g_c), s 7.9 1.7 2.3 12.9 11.4 5.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 198 176 415 2345 1795 801 V/C Ratio(X) 0.78 0.18 0.23 0.44 0.39 0.22 Avail Cap(c_a), veh/h 476 423 606 2345 1795 801 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 38.5 9.8 7.1 13.8 12.5 Incr Delay (d2), s/veh 7.9 0.6 0.2 0.6 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.7 3.5 4.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.1 39.1 10.0 7.7 14.5 13.1 LnGrp LOS D D AABB Approach Vol, veh/h 187 1119 866 Approach Delay, s/veh 47.4 7.9 14.2 Approach LOS D A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 19.1 15.1 60.9 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 14.9 9.9 4.3 13.4 Green Ext Time (p_c), s 17.0 0.6 0.1 10.9 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B D-16 159 Madison Farms 277 Traffic Impact Study APPENDIX E Fairfax Pike Site Access Evaluation 160 Memorandum To: Mr. Bobby Boyce Land Development Engineer Virginia Department of Transportation Shenandoah, Frederick, Clarke, & Warren Counties CC: From: Michael J. Young, P.E. Date: 3/27/2023 Re: Lake Frederick Development – Fairfax Pike Site Access Evaluation As requested, Bowman has prepared a site access evaluation for the proposed Lake Frederick Development located to the southwest of the intersection of Stonewall Jackson Highway (US 522/US 340) and Lord Fairfax Highway (US 340)/Fairfax Pike (SR 277) in Frederick County, VA. The purpose of this assessment is to evaluate the traffic operations for the proposed northern site driveway of the Lake Frederick Development, which will intersect Fairfax Pike. The analysis contained in this memorandum will evaluate the anticipated trips generated by the Lake Frederick Development at this intersection to determine the following:  If left and/or right auxiliary turn lanes are required for traffic entering the site;  The proper form of traffic control that should be installed at this intersection under future build out conditions; and  The projected traffic operations of this intersection with the proposed traffic control in place. Background Information The overall Lake Frederick development is currently under construction and is expected to ultimately consist of a total of 2,130 dwelling units. The development is located in Frederick County, VA, and three (3) different types of dwelling units are proposed: single-family detached units, single-family attached units, and age-restricted single-family detached units. Figure 1 depicts the site location. 161 March 27, 2023 2 Figure 1. Site Location As shown in Figure 1, access to the development is currently provided at the intersection of the existing development driveway with Stonewall Jackson Highway (US 522). As the overall site continues to develop, an additional full-access driveway is proposed on the northern portion of the site connecting to Fairfax Pike. The purpose of the evaluation contained in this report is to examine the projected operations of the proposed Fairfax Pike driveway under future build out conditions to determine the appropriate form of traffic control at this intersection. The conceptual plan for the proposed site is displayed on Figure 2 and is included in Attachment A to this memorandum. 162 March 27, 2023 3 Figure 2. Conceptual Plan Existing Roadway Network Fairfax Pike (SR 277) within the vicinity of the proposed site is currently a two-lane undivided roadway identified as a Minor Arterial on VDOT’s Functional Classification Map. It has an east- west alignment with a posted speed limit of 55 mph. Data Collection To perform the capacity analysis evaluation at the proposed driveway, 24-hour traffic volume counts containing speed and vehicle classification data were collected along Fairfax Pike (SR 277) within the vicinity of the proposed intersection. These traffic counts were collected using Automated Traffic Recorders (ATRs) between 12:00 PM on Wednesday, October 26th, 2022, and 12:00 PM on Thursday, October 27 th, 2022. A copy of the collected traffic counts is included in Attachment B to this memorandum. 163 March 27, 2023 4 Traffic Forecast For the purposes of this assessment, it is anticipated that the proposed development will be constructed and fully operational by the year 2027. The 2022 Existing Peak Hour Traffic Volumes along Fairfax Pike were extracted from the 24-hour traffic counts, and are displayed on Figure 3. Figure 3. 2022 Existing Peak Hour Traffic Volumes To grow the 2022 Existing Peak Hour Traffic Volumes to year 2027 levels, a conservative background growth rate of 1.0% per year was applied to the traffic volumes along Fairfax Pike. This 1.0% growth rate was developed upon review of the published VDOT Average Daily Traffic Volumes along Fairfax Pike over the most recent five (5) years, which showed no traffic volume growth along this roadway segment. The grown 2027 No Build Peak Hour Traffic Volumes are displayed on Figure 4. Figure 4. 2027 No Build Peak Hour Traffic Volumes 164 March 27, 2023 5 Proposed Development Trip Generation and Trip Distribution The overall Lake Frederick development is expected to consist of approximately 224 single-family detached units, 719 single-family attached units, and 1,187 age-restricted single-family detached units. There is an existing full-access site driveway connecting to Stonewall Jackson Highway (US 522), and a future full-access site driveway is proposed to connect to Fairfax Pike (SR 277). The Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition was used to determine the projected number of trips associated with the overall development as shown in Table 1. Table 1. Overall Lake Frederick Site Trip Generation The existing full-access driveway connecting to Stonewall Jackson Highway is intended to be the primary access location for the overall development. Due to the large footprint and proposed internal roadway network of the development, it is anticipated that approximately 40% of the overall site’s traffic will utilize the proposed Fairfax Pike driveway. Based on this assumed utilization, Table 2 outlines the projected trips at the Fairfax Pike driveway for the proposed development. Table 2. Fairfax Pike Driveway Site Trip Generation As shown in Table 2, the Fairfax Pike driveway is expected to generate 311 trips (86 in and 225 out) during the morning peak hour; 378 trips (229 in and 149 out) during the evening peak hour; and 4,960 trips (2,480 in and 2,480 out) during an average weekday. In Out Total In Out Total In Out Total Single-Family Detached Housing 210 224 D.U. 1,060 1,059 2,119 39 116 155 134 78 212 Single-Family Attached Housing 215 719 D.U. 2,714 2,714 5,428 92 276 368 252 175 427 Age-Restricted Single-Family Detached Housing 251 1,187 D.U. 2,426 2,427 4,853 84 171 255 186 119 305 6,200 6,200 12,400 215 563 778 572 372 944 (1) Based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition AM Peak Hour Trips PM Peak Hour Trips TOTAL DEVELOPMENT Development ITE Land Use Size Units Weekday Trips In Out Total In Out Total In Out Total Fairfax Pike Driveway Projected Trips(1)2,480 2,480 4,960 86 225 311 229 149 378 (1) It is anticipated that 40% of the overall Lake Frederick development traffic will utilize the proposed Fairfax Pike driveway. PM Peak Hour TripsWeekday Trips AM Peak Hour Trips 165 March 27, 2023 6 The expected trip distribution for traffic utilizing this driveway was developed based on a review of the 24-hour traffic volume counts collected along Fairfax Pike. 3,424 eastbound vehicles and 3,486 westbound vehicles were recorded over this 24-hour period, and therefore, the anticipated trip distribution for this driveway is 50% to/from the east and 50% to/from the west as shown on Figure 5. Figure 5. Site Trip Distribution The morning and evening peak hour trip generation projections were applied to this distribution to develop the anticipated peak hour site trips, which are displayed on Figure 6. Figure 6. Projected Peak Hour Site Trips 166 March 27, 2023 7 These projected site trips were then added to the 2027 No Build Traffic Volumes to develop the 2027 Build Peak Hour Traffic Volumes, which are displayed on Figure 7. Figure 7. 2027 Build Peak Hour Traffic Volumes Auxiliary Turn Lane Warrant Evaluation The forecasted left and right turn volumes from Fairfax Pike into the proposed site driveway were evaluated to determine the need for the installation of exclusive left and right turn lanes into the proposed site. The Virginia Department of Transportation’s Road Design Manual, Appendix F, was utilized as the basis of the auxiliary turn lane warrant evaluation. Eastbound Right Turn Lane Warrant The calculated Build volumes displayed on Figure 7 were evaluated to determine the need for an eastbound right turn lane from Fairfax Pike into the proposed site driveway. Figure 8 has been extracted from the 2020 VDOT Road Design Manual, Appendix F (Figure 3-26). This figure outlines the traffic volumes required to satisfy a right turn lane warrant at an intersection on a two-lane roadway. 167 March 27, 2023 8 Figure 8. Eastbound Right Turn Lane Warrant at Fairfax Pike and Proposed Site Driveway As shown on Figure 8, the projected traffic volumes indicate that the installation of an eastbound right turn lane is warranted at this location during the evening peak hour. Westbound Left Turn Lane Warrant The calculated Build volumes displayed on Figure 7 were evaluated to determine the need for a westbound left turn lane from Fairfax Pike into the proposed site driveway. Figure 9 has been extracted from the 2020 VDOT Road Design Manual, Appendix F (Figure 3-19). This figure outlines the traffic volumes required to satisfy a left turn lane warrant at an intersection on a two-lane roadway with a 60 mph design speed and 20% left turns. 168 March 27, 2023 9 Figure 9. Westbound Left Turn Lane Warrant at Fairfax Pike and Proposed Site Driveway As shown on Figure 9, the projected traffic volumes indicate that the installation of a westbound left turn lane is warranted at this location during both the morning and evening peak hours. Capacity Analysis and Traffic Control Type Evaluation In order to determine the appropriate form of traffic control that should be installed at the intersection of Fairfax Pike and the Proposed Site Driveway, a capacity analysis evaluation was performed at this future intersection under Build Conditions. To accomplish this analysis, the study intersections were analyzed following the Highway Capacity Manual (HCM 6th Edition) methodologies using the computer software package Synchro 11 with SimTraffic. The analysis uses capacity, Level of Service (LOS) and control delay as the criteria for the performance of the intersections both with and without the proposed development. The analysis models were also developed per the standards and requirements included in VDOT’s Traffic Operations and Safety Analysis Manual (TOSAM) – Version 2.0. Capacity, as defined by the HCM, is a measure of the maximum number of vehicles in an hour that can travel through an intersection or section of roadway under typical conditions. Level of Service (LOS) is a marker of the driving conditions and perception of drivers while traveling during the given time period. LOS ranges from LOS “A” which represents free-flow conditions, to LOS “F” which represents breakdown conditions. Table 2 shows the LOS for intersections as defined by the HCM. 169 March 27, 2023 10 Table 3. HCM Level of Service Criteria The reported queues, or linear distance of delayed vehicles, for the intersection in this evaluation are the maximum queues reported by SimTraffic after 10 runs of 60 minutes each with a 15-minute seeding time. They are reported to ensure that the auxiliary lane storage lengths are adequate to accommodate the forecasted queuing demand at the intersection. 2027 Build Conditions Capacity analyses were conducted at the intersection of Fairfax Pike and the Proposed Site Driveway under 2027 Build Conditions. For the purposes of this evaluation, this intersection was evaluated as a two-way stop controlled intersection with Fairfax Pike free-flowing and the Proposed Site Driveway controlled by a stop sign. As outlined above, an exclusive eastbound right turn lane and an exclusive westbound left turn lane will be in place at this intersection under future conditions. The northbound approach at this intersection is expected to be a two-lane approach with an exclusive left turn lane and right turn lane. The capacity analysis results are included in Attachment C to this memorandum. Based on the results of the capacity analysis under Build Conditions with a two-way stop controlled intersection in place, the westbound left turn movement at the intersection of Fairfax Pike and the Proposed Site Driveway is projected to operate at an acceptable overall level of service “A” during both the morning and evening peak hours. During the morning peak hour, the northbound left turn movement is projected to operate at a LOS C, and the northbound right turn movement and northbound approach are projected to operate at a LOS B. During the evening peak hour, the northbound left turn movement is projected to operate at a LOS D, the northbound right turn movement is projected to operate at a LOS A, and the northbound approach is projected to operate at a LOS C. Please note that the projected LOS D for the northbound left turn movement is very close to the 25.0 second threshold for a LOS C. 170 March 27, 2023 11 All other turning movements and approaches at this intersection are free-flowing, and therefore, do not produce delay. The queue results from SimTraffic do not appear to exceed the available storage for the auxiliary lanes during either the morning or evening peak hours. The capacity analysis results are summarized in Table 3. Table 4. 2027 Build AM and PM Peak Hour Capacity Analysis – Fairfax Pike and Proposed Site Dwy The results of the capacity analysis evaluation above indicate that, under two-way stop controlled conditions, all turning movements and approaches are projected to operate at acceptable levels of service (LOS D or better) under full build out. Conclusions The results of the evaluation contained in this memorandum indicate that an exclusive eastbound right turn lane and an exclusive westbound left turn lane are warranted at the future intersection of Fairfax Pike and the Proposed Site Driveway. Additionally, the results of the capacity analysis evaluation indicate that the intersection of Fairfax Pike and the Proposed Site Driveway is expected to operate at acceptable levels of service under full buildout with a two-way stop controlled intersection in place. Recommendations The following improvements are recommended at the future intersection of Fairfax Pike and the proposed Lake Frederick development full-access driveway:  Construction of one (1) eastbound right turn lane with 200 feet of storage and a 200- foot taper;  Construction of one (1) westbound left turn lane with 200 feet of storage and a 200-foot taper; and  Installation of a two-way stop traffic control at this location, with the Fairfax Pike approaches free-flowing and the Proposed Site Driveway approach stop-controlled. Approach Movement Storage (ft) WB L 200 8.1 A 34 8.4 A 56 L +500 16.0 C 96 25.9 D 98 R 150 10.8 B 70 10.0 A 63 Approach --13.4 B --18.0 C -- *Extracted from SimTraffic simulation software INTERSECTION Conditions Conditions DELAY (S) LOS Maximum Queue (ft)*DELAY (S) LOS Maximum Queue (ft)* Intersection #1: Fairfax Pike (SR 277) and Proposed Northern Site Driveway (2027 Build Conditions) NB AM Peak (Build)PM Peak (Build) 171 Madison Farms 277 Traffic Impact Study APPENDIX F Individual Pipeline Peak Hour Forecasts 172 Trip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 0% 0% 0% 0% 0%-35%0% 0% 0% 0% 0% 0% 0%35%0% 0%Madison Farms 2770% 0% 0% 0% 0%-35%0% 0% 0% 0% 0% 0% 0%35%0% 0%Madison Farms 277 AM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%Madison Farms 277 PM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%1. Fairfax Pike (VA 277)/White Oak Road/Hudson Hollow Road (VA 636)0AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume176 19 51 29 175 5 - 22 34 42 9 227 182 2035 Growth- - - 19 - - - - 25 2042 Growth- - - 32 - - - - 41 Pipeline DevelopmentsIN OUTLake Frederick 215 563 - - - - - 197 - - - - - - - 75 - - Pipeline Total215 563 - - - - - 197 - - - - - - - 75 - - 2035 Future Conditions Baseline176 19 51 - 29 391 5 - 22 34 42 - 9 327 182 - 2042 Future Conditions Baseline176 19 51 - 29 404 5 - 22 34 42 - 9 343 182 - in outMadison Farms 277329 348 - - - - - 122 - - - - - - - 115 - - Madison Farms 277 Pass-By243 233 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)176 19 51 - 29 513 5 - 22 34 42 - 9 442 182 - 2042 Future Conditions (Baseline and Proposed)176 19 51 - 29 526 5 - 22 34 42 - 9 458 182 - 1. Fairfax Pike (VA 277)/White Oak Road/Hudson Hollow Road (VA 636)PM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume173 36 39 42 444 37 - 16 31 36 35 353 142 2035 Growth- - - 49 - - - - 39 2042 Growth- - - 80 - - - - 64 Pipeline DevelopmentsIN OUTLake Frederick 572 372 - - - - - 130 - - - - - - - 200 - - Pipeline Total572 372 - - - - - 130 - - - - - - - 200 - - 2035 Future Conditions Baseline173 36 39 - 42 623 37 - 16 31 36 - 35 592 142 - 2042 Future Conditions Baseline173 36 39 - 42 654 37 - 16 31 36 - 35 617 142 - in outMadison Farms 277393 423 - - - - - 148 - - - - - - - 138 - - Madison Farms 277 Pass-By133 130 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)173 36 39 - 42 771 37 - 16 31 36 - 35 730 142 - 2042 Future Conditions (Baseline and Proposed)173 36 39 - 42 802 37 - 16 31 36 - 35 755 142 - NorthboundHudson Hollow RoadFairfax PikeFairfax PikeFairfax PikeFairfax PikeWestboundEastboundHudson Hollow Road1. Fairfax Pike (VA 277)/White Oak Road/Hudson Hollow Road (VA 636)WestboundEastboundNorthboundNorthbound Southbound Fairfax PikeFairfax PikeEastboundWestboundHudson Hollow RoadWhite Oak RoadSouthboundWhite Oak RoadSouthboundWhite Oak Road173 2: U.S. Route 522/U.S. Route 340Trip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 10% 20%0% 0% 0% 0%10%0%-10% -20% -15%0%-10%0%-10%0%Madison Farms 27730%0% 0% 0% 0%10%0% 0% 0% 0%25%0%-25% -10% -30%0%Madison Farms 277 AM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%Madison Farms 277 PM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%2: U.S. Route 522/U.S. Route 3400AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume17 304 77 30 61 118 - 161 405 123 - 114 181 29 2035 Growth- 33 - 7 - - - 45 - - - 20 2042 Growth- 55 - 11 - - - 73 - - - 33 Pipeline DevelopmentsIN OUTLake Frederick 215 563 22 43 - - - - 22 - 56 113 106 - 88 - 56 - Pipeline Total215 563 22 43 - - - - 22 - 56 113 106 - 88 - 56 - 2035 Future Conditions Baseline39 380 77 - 30 68 140 - 217 563 229 - 202 201 85 - 2042 Future Conditions Baseline39 402 77 - 30 72 140 - 217 591 229 - 202 214 85 - in outMadison Farms 277329 348 99 - - - - 33 - - - - 82 - 87 35 104 - Madison Farms 277 AM Pass-By243 233 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)138 380 77 - 30 101 140 - 217 563 311 - 289 236 189 - 2042 Future Conditions (Baseline and Proposed)138 402 77 - 30 105 140 - 217 591 311 - 289 249 189 - 2: U.S. Route 522/U.S. Route 340PM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume36 510 73 2 79 276 174 - 254 690 209 1 165 176 61 - 2035 Growth- 56 - 30 - - - 76 - - - 19 2042 Growth- 92 - 50 - - - 124 - - - 32 Pipeline DevelopmentsIN OUTLake Frederick 57 114 - - - - 57 - 37 74 56 - 37 - 37 - Pipeline Total- - 57 114 - - - - 57 - 37 74 56 - 37 - 37 - 2035 Future Conditions Baseline93 680 73 2 79 306 231 - 291 840 265 1 202 195 98 - 2042 Future Conditions Baseline93 716 73 2 79 326 231 - 291 888 265 1 202 208 98 - in outMadison Farms 277393 423 118 - - - - 39 - - - - 98 - 106 42 127 - Madison Farms 277 AM Pass-By133 130 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)211 680 73 2 79 345 231 - 291 840 363 1 308 237 225 - 2042 Future Conditions (Baseline and Proposed)211 716 73 2 79 365 231 - 291 888 363 1 308 250 225 - Southbound WestboundNorthboundEastboundU.S. Route 340U.S. Route 522Fairfax PikeU.S. Route 522Fairfax PikeSouthboundWestboundNorthboundEastboundU.S. Route 522U.S. Route 340WestboundNorthboundEastboundU.S. Route 340U.S. Route 522Fairfax PikeU.S. Route 522SouthboundU.S. Route 522174 3: U.S. Route 522/Maranto Manor DriveTrip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 0%30%0% 0% 0% 0% 0% 0% 0%-30%0% 0% 0% 0% 0% 0%Madison Farms 277 0%30%0% 0% 0% 0% 0% 0% 0%-30%0% 0% 0% 0% 0% 0%Madison Farms 277 AM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%Madison Farms 277 PM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%3: U.S. Route 522/Maranto Manor Drive0AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume25 398 1 1 - - - - 429 52 53 1 39 4 2035 Growth- 44 - - - - 47 - - - 2042 Growth- 72 - - - - 77 - - - Pipeline DevelopmentsIN OUTLake Frederick 215 563 - 65 - - - - - - - 169 - - - - - - Pipeline Total215 563 - 65 - - - - - - - 169 - - - - - - 2035 Future Conditions Baseline25 507 1 - 1 - - - - 645 52 - 53 1 39 4 2042 Future Conditions Baseline25 535 1 - 1 - - - - 675 52 - 53 1 39 4 in outMadison Farms 277329 348 - 99 - - - - - - - 104 - - - - - - Madison Farms 277 AM Pass-By243 233 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)25 606 1 - 1 - - - - 749 52 - 53 1 39 4 2042 Future Conditions (Baseline and Proposed)25 634 1 - 1 - - - - 779 52 - 53 1 39 4 3: U.S. Route 522/Maranto Manor DrivePM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume48 561 - 1 - - - 1 824 95 135 - 66 8 2035 Growth- 62 - - - - 91 - - - 2042 Growth- 101 - - - - 148 - - - Pipeline DevelopmentsIN OUTLake Frederick - 172 - - - - - - - 112 - - - - - - Pipeline Total- - - 172 - - - - - - - 112 - - - - - - 2035 Future Conditions Baseline48 795 - - 1 - - - 1 1,027 95 - 135 - 66 8 2042 Future Conditions Baseline48 834 - - 1 - - - 1 1,084 95 - 135 - 66 8 in outMadison Farms 277393 423 - 118 - - - - - - - 127 - - - - - - Madison Farms 277 AM Pass-By133 130 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)48 913 - - 1 - - - 1 1,154 95 - 135 - 66 8 2042 Future Conditions (Baseline and Proposed)48 952 - - 1 - - - 1 1,211 95 - 135 - 66 8 U.S. Route 522Maranto Manor DriveU.S. Route 522Maranto Manor DriveSouthboundWestboundNorthboundEastboundU.S. Route 522Maranto Manor DriveU.S. Route 522Maranto Manor DriveSouthboundWestboundNorthboundEastboundU.S. Route 522Maranto Manor DriveU.S. Route 522Maranto Manor Drive Southbound WestboundNorthboundEastbound175 4: U.S. Route 522/Lake Frederick DriveTrip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 30%-10%0% 0% 0% 0% 0% 0% 0%10% 15%0%-15%0%-45%0%Madison Farms 277 0%-25%0% 0% 0% 0% 0% 0% 0%25%0% 0% 0% 0% 0% 0%Madison Farms 277 AM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%Madison Farms 277 PM Pass-By 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%4: U.S. Route 522/Lake Frederick Drive0AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume59 457 - - - - - 556 44 55 - 124 2035 Growth- 50 - - - - 61 - - - 2042 Growth- 82 - - - - 100 - - - Pipeline DevelopmentsIN OUTLake Frederick 215 563 65 56 - - - - - - - 22 32 - 84 - 253 - Pipeline Total215 563 65 56 - - - - - - - 22 32 - 84 - 253 - 2035 Future Conditions Baseline124 563 - - - - - - - 639 76 - 139 - 377 - 2042 Future Conditions Baseline124 595 - - - - - - - 678 76 - 139 - 377 - in outMadison Farms 277329 348 - 87 - - - - - - - 82 - - - - - - Madison Farms 277 AM Pass-By243 233 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)124 650 - - - - - - - 721 76 - 139 - 377 - 2042 Future Conditions (Baseline and Proposed)124 682 - - - - - - - 760 76 - 139 - 377 - 4: U.S. Route 522/Lake Frederick DrivePM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume162 644 - - - - - 953 87 30 - 144 2035 Growth- 71 - - - - 105 - - - 2042 Growth- 116 - - - - 172 - - - Pipeline DevelopmentsIN OUTLake Frederick 172 37 - - - - - - - 57 86 - 56 - 167 - Pipeline Total- - 172 37 - - - - - - - 57 86 - 56 - 167 - 2035 Future Conditions Baseline334 752 - - - - - - - 1,115 173 - 86 - 311 - 2042 Future Conditions Baseline334 797 - - - - - - - 1,182 173 - 86 - 311 - in outMadison Farms 277393 423 - 106 - - - - - - - 98 - - - - - - Madison Farms 277 AM Pass-By133 130 - - - - - - - - - - - - - - - - 2035 Future Conditions (Baseline and Proposed)334 858 - - - - - - - 1,213 173 - 86 - 311 - 2042 Future Conditions (Baseline and Proposed)334 903 - - - - - - - 1,280 173 - 86 - 311 - N/AU.S. Route 522Lake Frederick DriveSouthboundWestboundNorthboundEastboundU.S. Route 522N/AU.S. Route 522Lake Frederick DriveWestboundNorthboundEastboundU.S. Route 522N/AU.S. Route 522Lake Frederick Drive Southbound WestboundNorthboundEastboundSouthboundU.S. Route 522176 A: Madison Farm West Entrance/Fairfax PikeTrip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 0% 0% 0% 0% 0%-35%0% 0% 0% 0% 0% 0% 0%35%0% 0%Madison Farms 2770% 0% 0% 0% 0% 0% 0% 0%-5%0% 0% 0%5% 30%0% 0%Madison Farms 277 AM Pass-By0% 0% 0% 0% 0% 0% 0% 0%-24%0% 0% 0%35%0% 0% 0%Madison Farms 277 PM Pass-By0% 0% 0% 0% 0% 0% 0% 0%-18%0% 0% 0%26%0% 0% 0%A: Madison Farm West Entrance/Fairfax Pike0AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume- - - - 209 - - - - - - - 300 - 2035 Growth- - - 23 - - - - 33 2042 Growth- - - 38 - - - - 54 Pipeline DevelopmentsIN OUTLake Frederick 215 563 - - - - - 197 - - - - - - - 75 - - Pipeline Total215 563 - - - - - 197 - - - - - - - 75 - - 2035 Future Conditions Baseline- - - - - 429 - - - - - - - 408 - - 2042 Future Conditions Baseline- - - - - 444 - - - - - - - 429 - - in outMadison Farms 277329 348 - - - - - - - - 17 - - - 16 99 - - Madison Farms 277 AM Pass-By243 233 - - - - - - - - 55 - - - 86 (86) - - 2035 Future Conditions (Baseline and Proposed)- - - - - 429 - - 72 - - - 102 421 - - 2042 Future Conditions (Baseline and Proposed)- - - - - 444 - - 72 - - - 102 442 - - A: Madison Farm West Entrance/Fairfax PikePM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume- - - - 523 - - - - - - - 408 - 2035 Growth- - - 58 - - - - 45 2042 Growth- - - 94 - - - - 73 Pipeline DevelopmentsIN OUTLake Frederick - - - - - 130 - - - - - - - 200 - - Pipeline Total- - - - - - - 130 - - - - - - - 200 - - 2035 Future Conditions Baseline- - - - - 711 - - - - - - - 653 - - 2042 Future Conditions Baseline- - - - - 747 - - - - - - - 681 - - in outMadison Farms 277393 423 - - - - - - - - 21 - - - 20 118 - - Madison Farms 277 AM Pass-By133 130 - - - - - - - - 23 - - - 35 (35) - - 2035 Future Conditions (Baseline and Proposed)- - - - - 711 - - 44 - - - 55 736 - - 2042 Future Conditions (Baseline and Proposed)- - - - - 747 - - 44 - - - 55 764 - - NAFairfax PikeMadison Farm West EntranceFairfax PikeSouthboundWestboundNorthboundEastboundNAFairfax PikeMadison Farm West EntranceFairfax Pike Southbound WestboundNorthboundEastboundNAFairfax PikeMadison Farm West EntranceFairfax PikeSouthboundWestboundNorthboundEastbound177 C: Madison Farm East Entrance/Fairfax PikeTrip DistributionTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Pipeline DevelopmentsLake Frederick 0% 0% 0% 0% 0%-35%0% 0% 0% 0% 0% 0% 0%35%0% 0%Madison Farms 277 0% 0% 0% 0% 0%25% 65%0%-60%0%-35%0%30%-30%0% 0%Madison Farms 277 AM Pass-By 0% 0% 0% 0% 0% 0%41%0%-35%0%-41%0%24%0% 0% 0%Madison Farms 277 PM Pass-By 0% 0% 0% 0% 0% 0%56%0%-26%0%-56%0%18%0% 0% 0%\C: Madison Farm East Entrance/Fairfax Pike0AM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume- - - - 209 - - - - - - 300 - - 2035 Growth- - - 23 - - - - 33 2042 Growth- - - 38 - - - - 54 Pipeline DevelopmentsIN OUTLake Frederick 215 563 - - - - - 197 - - - - - - - 75 - - Pipeline Total215 563 - - - - - 197 - - - - - - - 75 - - 2035 Future Conditions Baseline- - - - - 429 - - - - - - - 408 - - 2042 Future Conditions Baseline- - - - - 444 - - - - - - - 429 - - in outMadison Farms 277329 348 - - - - - 82 214 - 209 - 122 - 99 104 - - Madison Farms 277 AM Pass-By243 233 - - - - - (100) 100 - 82 - 96 - 57 (88) - - 2035 Future Conditions (Baseline and Proposed)- - - - - 411 314 - 291 - 218 - 156 424 - - 2042 Future Conditions (Baseline and Proposed)- - - - - 426 314 - 291 - 218 - 156 445 - - C: Madison Farm East Entrance/Fairfax PikePM Peak HourTraffic ComponentRight Through Left U Turn Right Through Left U Turn Right Through Left U Turn Right Through Left U Turn Existing Traffic Volume- - - - 523 - - - - - - 408 - - 2035 Growth- - - 58 - - - - 45 2042 Growth- - - 94 - - - - 73 Pipeline DevelopmentsIN OUTLake Frederick - - - - - 130 - - - - - - - 200 - - Pipeline Total- - - - - - - 130 - - - - - - - 200 - - 2035 Future Conditions Baseline- - - - - 711 - - - - - - - 653 - - 2042 Future Conditions Baseline- - - - - 747 - - - - - - - 681 - - in outMadison Farms 277393 423 - - - - - 98 256 - 254 - 148 - 118 127 - - Madison Farms 277 AM Pass-By133 130 - - - - - (75) 75 - 34 - 73 - 23 (35) - - 2035 Future Conditions (Baseline and Proposed)- - - - - 734 331 - 288 - 221 - 141 745 - - 2042 Future Conditions (Baseline and Proposed)- - - - - 770 331 - 288 - 221 - 141 773 - - NorthboundEastboundNAFairfax PikeMadison Farm East EntranceFairfax PikeSouthboundWestboundNorthboundEastboundNAFairfax PikeMadison Farm East EntranceFairfax Pike Southbound WestboundNorthbound EastboundNAFairfax PikeMadison Farm East EntranceFairfax PikeSouthboundWestbound178 Madison Farms 277 Traffic Impact Study APPENDIX G Future Conditions without Development Levels of Service and Queues 179 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 610 466 34 115 289 v/c Ratio 0.79 0.41 0.03 0.50 0.66 Control Delay 20.4 8.5 2.7 27.4 18.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 8.5 2.7 27.4 18.1 Queue Length 50th (ft) 141 75 0 34 41 Queue Length 95th (ft) #384 160 10 72 97 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 774 1125 977 448 709 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.79 0.41 0.03 0.26 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-1 180 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 327 9 5 391 29 42 34 22 51 19 176 Future Volume (veh/h) 182 327 9 5 391 29 42 34 22 51 19 176 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 214 385 11 6 460 34 49 40 26 60 22 207 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %333333000000 Cap, veh/h 283 458 12 61 1067 908 186 145 73 121 48 254 Arrive On Green 0.58 0.58 0.58 0.58 0.58 0.58 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 356 793 21 5 1847 1572 475 654 330 238 215 1145 Grp Volume(v), veh/h 610 0 0 466 0 34 115 0 0 289 0 0 Grp Sat Flow(s),veh/h/ln 1170 0 0 1852 0 1572 1460 0 0 1599 0 0 Q Serve(g_s), s 21.9 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 7.0 0.0 0.0 Cycle Q Clear(g_c), s 30.8 0.0 0.0 9.0 0.0 0.6 3.6 0.0 0.0 10.8 0.0 0.0 Prop In Lane 0.35 0.02 0.01 1.00 0.43 0.23 0.21 0.72 Lane Grp Cap(c), veh/h 753 0 0 1128 0 908 404 0 0 423 0 0 V/C Ratio(X) 0.81 0.00 0.00 0.41 0.00 0.04 0.28 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 827 0 0 1229 0 995 657 0 0 695 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.5 0.0 0.0 7.5 0.0 5.8 20.5 0.0 0.0 23.3 0.0 0.0 Incr Delay (d2), s/veh 6.8 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 0.0 0.0 2.5 0.0 0.1 1.3 0.0 0.0 3.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 0.0 0.0 8.0 0.0 5.8 20.9 0.0 0.0 25.2 0.0 0.0 LnGrp LOS C AAAAACAACAA Approach Vol, veh/h 610 500 115 289 Approach Delay, s/veh 20.3 7.9 20.9 25.2 Approach LOS C A C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 44.3 18.9 44.3 18.9 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 32.8 5.6 11.0 12.8 Green Ext Time (p_c), s 3.7 0.5 5.9 1.3 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B G-2 181 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 295 208 144 101 236 580 224 79 392 40 v/c Ratio 0.80 0.43 0.63 0.42 0.80 0.72 0.42 0.33 0.56 0.03 Control Delay 62.3 8.5 62.8 47.4 69.3 47.2 7.5 54.5 45.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.3 8.5 62.8 47.4 69.3 47.2 7.5 54.5 45.9 0.0 Queue Length 50th (ft) 214 0 106 62 177 214 0 56 142 0 Queue Length 95th (ft) #356 66 186 125 #366 307 64 119 212 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 459 552 443 456 300 1017 612 239 900 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.64 0.38 0.33 0.22 0.79 0.57 0.37 0.33 0.44 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-3 182 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 201 202 140 68 30 229 563 217 77 380 39 Future Volume (veh/h) 85 201 202 140 68 30 229 563 217 77 380 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 88 207 208 144 70 31 236 580 224 79 392 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 105 246 302 188 130 57 268 786 351 268 789 Arrive On Green 0.19 0.19 0.19 0.11 0.11 0.11 0.15 0.23 0.23 0.15 0.23 0.00 Sat Flow, veh/h 545 1283 1572 1767 1219 540 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 295 0 208 144 0 101 236 580 224 79 392 0 Grp Sat Flow(s),veh/h/ln 1828 0 1572 1767 0 1758 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 16.1 0.0 12.8 8.2 0.0 5.7 13.8 16.1 13.6 4.2 10.2 0.0 Cycle Q Clear(g_c), s 16.1 0.0 12.8 8.2 0.0 5.7 13.8 16.1 13.6 4.2 10.2 0.0 Prop In Lane 0.30 1.00 1.00 0.31 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 351 0 302 188 0 187 268 786 351 268 789 V/C Ratio(X) 0.84 0.00 0.69 0.77 0.00 0.54 0.88 0.74 0.64 0.29 0.50 Avail Cap(c_a), veh/h 511 0 439 494 0 491 335 1133 505 268 1003 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.4 0.0 39.1 45.1 0.0 44.0 42.9 37.3 36.3 38.9 34.9 0.0 Incr Delay (d2), s/veh 8.2 0.0 2.8 6.4 0.0 2.4 19.4 2.0 2.7 0.9 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 5.0 3.8 0.0 2.5 7.1 6.7 5.2 1.8 4.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.6 0.0 41.9 51.5 0.0 46.4 62.3 39.3 39.0 39.7 35.6 0.0 LnGrp LOS D A D D A D E DDDD Approach Vol, veh/h 503 245 1040 471 Approach Delay, s/veh 45.8 49.4 44.5 36.3 Approach LOS DDDD Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.3 30.3 29.8 24.4 30.2 19.3 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 15.8 12.2 18.1 6.2 18.1 10.2 Green Ext Time (p_c), s 0.2 2.9 1.8 0.1 5.4 0.8 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. G-4 183 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 47 58 57 701 551 27 v/c Ratio 0.11 0.15 0.13 0.33 0.35 0.04 Control Delay 25.1 9.5 25.7 7.7 16.5 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 9.5 25.7 7.7 16.5 7.4 Queue Length 50th (ft) 8 0 9 66 90 0 Queue Length 95th (ft) 22 16 26 101 137 15 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1753 1448 1269 3438 2617 1177 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.03 0.04 0.04 0.20 0.21 0.02 Intersection Summary G-5 184 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 43 53 52 645 507 25 Future Volume (veh/h) 43 53 52 645 507 25 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1693 1693 1826 1826 1826 1826 Adj Flow Rate, veh/h 47 58 57 701 551 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 5555 Cap, veh/h 320 258 251 1858 956 427 Arrive On Green 0.10 0.10 0.07 0.54 0.28 0.28 Sat Flow, veh/h 3127 2524 3374 3561 3561 1547 Grp Volume(v), veh/h 47 58 57 701 551 27 Grp Sat Flow(s),veh/h/ln 1564 1262 1687 1735 1735 1547 Q Serve(g_s), s 0.7 1.1 0.9 6.4 7.4 0.7 Cycle Q Clear(g_c), s 0.7 1.1 0.9 6.4 7.4 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 258 251 1858 956 427 V/C Ratio(X) 0.15 0.22 0.23 0.38 0.58 0.06 Avail Cap(c_a), veh/h 1724 1392 1240 4470 2550 1138 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 22.4 23.7 7.4 17.0 14.5 Incr Delay (d2), s/veh 0.3 0.5 0.2 0.2 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 1.4 2.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 23.0 23.9 7.5 17.6 14.6 LnGrp LOS C C C A B B Approach Vol, veh/h 105 758 578 Approach Delay, s/veh 22.8 8.7 17.5 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.1 25.1 15.2 39.2 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 2.9 9.4 3.1 8.4 Green Ext Time (p_c), s 0.1 4.2 0.4 5.8 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. G-6 185 Queues 4: US Route 522 & Lake Frederick Drive 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 385 142 78 652 574 127 v/c Ratio 0.94 0.30 0.15 0.32 0.42 0.18 Control Delay 75.1 7.6 11.5 12.1 26.5 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 7.6 11.5 12.1 26.5 5.0 Queue Length 50th (ft) 268 0 22 115 163 0 Queue Length 95th (ft) #451 50 42 151 215 40 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 412 478 526 2019 1379 693 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.93 0.30 0.15 0.32 0.42 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-7 186 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 05/13/2025 2035 BG AM Madison Farms 2035 Background AM 3:54 pm 06/26/2024 2035 Background AM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 377 139 76 639 563 124 Future Volume (veh/h) 377 139 76 639 563 124 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 385 142 78 652 574 127 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %005555 Cap, veh/h 411 366 476 2035 1228 548 Arrive On Green 0.23 0.23 0.14 0.59 0.35 0.35 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 385 142 78 652 574 127 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 22.9 8.2 0.0 10.5 14.0 6.3 Cycle Q Clear(g_c), s 22.9 8.2 0.0 10.5 14.0 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 366 476 2035 1228 548 V/C Ratio(X) 0.94 0.39 0.16 0.32 0.47 0.23 Avail Cap(c_a), veh/h 413 367 476 2035 1228 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 35.9 24.1 11.5 27.4 24.9 Incr Delay (d2), s/veh 28.8 0.8 0.1 0.4 1.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.4 0.1 1.3 3.6 5.6 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.4 36.7 24.2 12.0 28.7 25.9 LnGrp LOS E D C B C C Approach Vol, veh/h 527 730 701 Approach Delay, s/veh 61.3 13.3 28.2 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 33.6 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 12.5 24.9 2.0 16.0 Green Ext Time (p_c), s 9.2 0.0 0.1 7.4 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C G-8 187 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 828 710 45 89 267 v/c Ratio 1.21 0.67 0.05 0.39 0.63 Control Delay 127.8 12.7 2.5 24.8 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 127.8 12.7 2.5 24.8 17.8 Queue Length 50th (ft) ~392 141 0 25 38 Queue Length 95th (ft) #681 330 12 62 104 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 682 1057 988 468 717 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.21 0.67 0.05 0.19 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-9 188 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 592 35 37 623 42 36 31 16 39 36 173 Future Volume (veh/h) 142 592 35 37 623 42 36 31 16 39 36 173 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 637 38 40 670 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %333333000000 Cap, veh/h 160 551 31 88 1006 952 177 140 56 97 66 230 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 158 909 51 50 1661 1572 488 693 279 168 326 1136 Grp Volume(v), veh/h 828 0 0 710 0 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1119 0 0 1711 0 1572 1459 0 0 1631 0 0 Q Serve(g_s), s 23.9 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 5.8 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 0.0 16.1 0.0 0.8 2.8 0.0 0.0 10.2 0.0 0.0 Prop In Lane 0.18 0.05 0.06 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 742 0 0 1094 0 952 373 0 0 393 0 0 V/C Ratio(X) 1.12 0.00 0.00 0.65 0.00 0.05 0.24 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 742 0 0 1094 0 952 630 0 0 676 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.7 0.0 0.0 8.3 0.0 5.3 22.1 0.0 0.0 25.1 0.0 0.0 Incr Delay (d2), s/veh 69.6 0.0 0.0 1.9 0.0 0.0 0.3 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.7 0.0 0.0 4.8 0.0 0.2 1.1 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 86.3 0.0 0.0 10.2 0.0 5.3 22.4 0.0 0.0 27.1 0.0 0.0 LnGrp LOS F AABAACAACAA Approach Vol, veh/h 828 755 89 267 Approach Delay, s/veh 86.3 9.9 22.4 27.1 Approach LOS F A C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.2 47.8 18.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 42.0 4.8 18.1 12.2 Green Ext Time (p_c), s 0.0 0.4 9.2 1.2 Intersection Summary HCM 6th Ctrl Delay 45.5 HCM 6th LOS D G-10 189 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 299 206 236 393 271 857 297 77 694 95 v/c Ratio 0.87 0.44 0.64 1.03 1.09 0.92 0.47 0.51 0.94 0.06 Control Delay 79.5 9.1 59.7 106.5 137.8 64.8 8.1 71.9 73.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.5 9.1 59.7 106.5 137.8 64.8 8.1 71.9 73.9 0.1 Queue Length 50th (ft) 264 0 201 ~388 ~285 408 7 69 334 0 Queue Length 95th (ft) #405 68 298 #598 #468 #578 87 121 #458 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 380 491 367 381 248 932 626 198 746 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.79 0.42 0.64 1.03 1.09 0.92 0.47 0.39 0.93 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-11 190 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 195 202 231 306 79 266 840 291 75 680 93 Future Volume (veh/h) 98 195 202 231 306 79 266 840 291 75 680 93 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 100 199 206 236 312 81 271 857 297 77 694 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333555555 Cap, veh/h 112 222 288 375 301 78 255 1035 462 109 748 Arrive On Green 0.18 0.18 0.18 0.21 0.21 0.21 0.15 0.30 0.30 0.06 0.22 0.00 Sat Flow, veh/h 610 1215 1572 1767 1420 369 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 299 0 206 236 0 393 271 857 297 77 694 0 Grp Sat Flow(s),veh/h/ln 1825 0 1572 1767 0 1789 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 21.9 0.0 16.8 16.6 0.0 29.0 20.0 31.5 22.8 5.9 26.8 0.0 Cycle Q Clear(g_c), s 21.9 0.0 16.8 16.6 0.0 29.0 20.0 31.5 22.8 5.9 26.8 0.0 Prop In Lane 0.33 1.00 1.00 0.21 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 334 0 288 375 0 380 255 1035 462 109 748 V/C Ratio(X) 0.90 0.00 0.72 0.63 0.00 1.03 1.06 0.83 0.64 0.71 0.93 Avail Cap(c_a), veh/h 387 0 334 375 0 380 255 1035 462 204 762 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.6 0.0 52.5 48.9 0.0 53.8 58.3 44.7 41.6 62.8 52.6 0.0 Incr Delay (d2), s/veh 20.7 0.0 6.0 3.3 0.0 55.5 74.5 5.9 3.5 8.1 17.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 0.0 7.0 7.6 0.0 18.6 13.9 14.0 8.9 2.8 13.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.2 0.0 58.5 52.3 0.0 109.3 132.9 50.6 45.1 70.8 70.2 0.0 LnGrp LOS E A E D A F F D D E E Approach Vol, veh/h 505 629 1425 771 Approach Delay, s/veh 68.4 87.9 65.1 70.3 Approach LOS E F E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 36.1 34.9 17.0 47.5 37.3 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 28.8 23.9 7.9 33.5 31.0 Green Ext Time (p_c), s 0.0 0.6 1.1 0.1 0.3 0.0 Intersection Summary HCM 6th Ctrl Delay 71.1 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. G-12 191 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 76 139 98 1059 820 49 v/c Ratio 0.19 0.31 0.25 0.54 0.64 0.08 Control Delay 30.8 8.6 32.1 9.4 20.9 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 8.6 32.1 9.4 20.9 5.3 Queue Length 50th (ft) 14 0 19 119 151 0 Queue Length 95th (ft) 37 27 45 171 223 20 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1578 1354 1042 3331 2148 979 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.10 0.09 0.32 0.38 0.05 Intersection Summary G-13 192 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 135 95 1027 795 48 Future Volume (veh/h) 74 135 95 1027 795 48 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1826 1826 1826 1826 Adj Flow Rate, veh/h 76 139 98 1059 820 49 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %445555 Cap, veh/h 364 294 304 2031 1171 522 Arrive On Green 0.11 0.11 0.09 0.59 0.34 0.34 Sat Flow, veh/h 3401 2745 3374 3561 3561 1547 Grp Volume(v), veh/h 76 139 98 1059 820 49 Grp Sat Flow(s),veh/h/ln 1700 1373 1687 1735 1735 1547 Q Serve(g_s), s 1.3 3.0 1.7 11.7 13.1 1.4 Cycle Q Clear(g_c), s 1.3 3.0 1.7 11.7 13.1 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 364 294 304 2031 1171 522 V/C Ratio(X) 0.21 0.47 0.32 0.52 0.70 0.09 Avail Cap(c_a), veh/h 1593 1286 1054 3798 2167 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 26.9 27.3 7.9 18.4 14.5 Incr Delay (d2), s/veh 0.3 1.4 0.2 0.3 0.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.0 0.6 2.6 4.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.5 28.3 27.5 8.2 19.3 14.6 LnGrp LOS C C C A B B Approach Vol, veh/h 215 1157 869 Approach Delay, s/veh 27.7 9.8 19.1 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.9 31.7 16.4 47.6 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 3.7 15.1 5.0 13.7 Green Ext Time (p_c), s 0.1 6.5 1.0 10.3 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. G-14 193 Queues 4: US Route 522 & Lake Frederick Drive 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 334 92 186 1199 809 359 v/c Ratio 0.87 0.22 0.45 0.58 0.65 0.46 Control Delay 63.5 8.6 20.8 15.2 32.3 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 8.6 20.8 15.2 32.3 4.7 Queue Length 50th (ft) 224 0 55 265 251 0 Queue Length 95th (ft) #366 41 90 329 320 61 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 418 445 414 2051 1237 783 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.80 0.21 0.45 0.58 0.65 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-15 194 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 05/13/2025 2035 BG PM Madison Farms 2035 Background PM 3:55 pm 06/26/2024 2035 Background PM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 311 86 173 1115 752 334 Future Volume (veh/h) 311 86 173 1115 752 334 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 334 92 186 1199 809 359 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %005555 Cap, veh/h 371 330 398 2094 1263 564 Arrive On Green 0.21 0.21 0.14 0.60 0.36 0.36 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 334 92 186 1199 809 359 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 19.2 5.1 0.5 22.3 20.6 20.5 Cycle Q Clear(g_c), s 19.2 5.1 0.5 22.3 20.6 20.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 371 330 398 2094 1263 564 V/C Ratio(X) 0.90 0.28 0.47 0.57 0.64 0.64 Avail Cap(c_a), veh/h 425 378 398 2094 1263 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 35.7 34.9 12.8 28.1 28.0 Incr Delay (d2), s/veh 20.6 0.5 0.6 1.1 2.5 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 0.1 4.1 7.4 8.8 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 36.3 35.5 13.9 30.6 33.5 LnGrp LOS E D D B C C Approach Vol, veh/h 426 1385 1168 Approach Delay, s/veh 56.3 16.8 31.5 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 30.5 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 24.3 21.2 2.5 22.6 Green Ext Time (p_c), s 19.6 0.7 0.3 10.9 Intersection Summary HCM 6th Ctrl Delay 28.2 HCM 6th LOS C G-16 195 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 629 481 34 115 289 v/c Ratio 0.82 0.43 0.03 0.50 0.66 Control Delay 22.6 8.6 2.7 27.4 18.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.6 8.6 2.7 27.4 18.1 Queue Length 50th (ft) 152 78 0 34 41 Queue Length 95th (ft) #407 167 10 72 97 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 767 1125 977 448 709 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.82 0.43 0.03 0.26 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-17 196 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 343 9 5 404 29 42 34 22 51 19 176 Future Volume (veh/h) 182 343 9 5 404 29 42 34 22 51 19 176 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 214 404 11 6 475 34 49 40 26 60 22 207 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %333333000000 Cap, veh/h 275 466 12 59 1080 919 183 142 72 119 47 252 Arrive On Green 0.58 0.58 0.58 0.58 0.58 0.58 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 344 797 20 5 1848 1572 471 645 326 239 214 1145 Grp Volume(v), veh/h 629 0 0 481 0 34 115 0 0 289 0 0 Grp Sat Flow(s),veh/h/ln 1162 0 0 1853 0 1572 1443 0 0 1598 0 0 Q Serve(g_s), s 24.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 33.5 0.0 0.0 9.5 0.0 0.6 3.7 0.0 0.0 11.1 0.0 0.0 Prop In Lane 0.34 0.02 0.01 1.00 0.43 0.23 0.21 0.72 Lane Grp Cap(c), veh/h 753 0 0 1139 0 919 397 0 0 419 0 0 V/C Ratio(X) 0.83 0.00 0.00 0.42 0.00 0.04 0.29 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 794 0 0 1194 0 967 635 0 0 676 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.2 0.0 0.0 7.6 0.0 5.7 21.1 0.0 0.0 24.0 0.0 0.0 Incr Delay (d2), s/veh 8.4 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 0.0 0.0 2.7 0.0 0.1 1.4 0.0 0.0 4.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 0.0 8.1 0.0 5.8 21.5 0.0 0.0 26.1 0.0 0.0 LnGrp LOS C AAAAACAACAA Approach Vol, veh/h 629 515 115 289 Approach Delay, s/veh 22.6 8.0 21.5 26.1 Approach LOS C A C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 45.8 19.2 45.8 19.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 35.5 5.7 11.5 13.1 Green Ext Time (p_c), s 2.6 0.5 6.1 1.3 Intersection Summary HCM 6th Ctrl Delay 18.3 HCM 6th LOS B G-18 197 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 309 208 144 105 236 609 224 79 414 40 v/c Ratio 0.81 0.42 0.63 0.44 0.79 0.60 0.36 0.45 0.63 0.03 Control Delay 61.7 8.4 62.1 48.1 67.7 40.9 6.7 60.7 48.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.7 8.4 62.1 48.1 67.7 40.9 6.7 60.7 48.3 0.0 Queue Length 50th (ft) 218 0 104 64 172 219 0 57 153 0 Queue Length 95th (ft) #392 66 186 130 #366 323 64 119 224 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 466 556 448 461 303 1091 641 242 911 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.66 0.37 0.32 0.23 0.78 0.56 0.35 0.33 0.45 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-19 198 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 214 202 140 72 30 229 591 217 77 402 39 Future Volume (veh/h) 85 214 202 140 72 30 229 591 217 77 402 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 88 221 208 144 74 31 236 609 224 79 414 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 107 268 321 194 136 57 273 885 395 120 583 Arrive On Green 0.20 0.20 0.20 0.11 0.11 0.11 0.16 0.26 0.26 0.07 0.17 0.00 Sat Flow, veh/h 521 1308 1572 1767 1242 520 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 309 0 208 144 0 105 236 609 224 79 414 0 Grp Sat Flow(s),veh/h/ln 1829 0 1572 1767 0 1762 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 14.9 0.0 11.2 7.3 0.0 5.2 12.2 14.6 11.6 4.1 10.4 0.0 Cycle Q Clear(g_c), s 14.9 0.0 11.2 7.3 0.0 5.2 12.2 14.6 11.6 4.1 10.4 0.0 Prop In Lane 0.28 1.00 1.00 0.30 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 0 321 194 0 193 273 885 395 120 583 V/C Ratio(X) 0.83 0.00 0.65 0.74 0.00 0.54 0.86 0.69 0.57 0.66 0.71 Avail Cap(c_a), veh/h 576 0 495 556 0 555 378 1277 569 302 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 35.1 0.0 33.6 39.7 0.0 38.8 37.9 31.0 29.9 41.8 36.2 0.0 Incr Delay (d2), s/veh 5.8 0.0 2.2 5.5 0.0 2.4 14.0 1.4 1.8 6.0 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 0.0 4.3 3.3 0.0 2.3 6.0 5.9 4.3 1.9 4.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.9 0.0 35.8 45.2 0.0 41.2 51.9 32.3 31.7 47.8 38.5 0.0 LnGrp LOS D A D D A DDCCDD Approach Vol, veh/h 517 249 1069 493 Approach Delay, s/veh 38.8 43.5 36.5 40.0 Approach LOS DDDD Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.8 22.2 28.7 14.8 30.2 18.4 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 14.2 12.4 16.9 6.1 16.6 9.3 Green Ext Time (p_c), s 0.3 3.1 1.9 0.1 5.9 0.9 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. G-20 199 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 47 58 57 734 582 27 v/c Ratio 0.11 0.15 0.13 0.34 0.37 0.04 Control Delay 25.4 9.6 26.0 7.7 16.5 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 9.6 26.0 7.7 16.5 7.2 Queue Length 50th (ft) 8 0 9 70 96 0 Queue Length 95th (ft) 22 16 26 105 145 15 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1743 1440 1262 3438 2602 1170 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.03 0.04 0.05 0.21 0.22 0.02 Intersection Summary G-21 200 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 43 53 52 675 535 25 Future Volume (veh/h) 43 53 52 675 535 25 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1693 1693 1826 1826 1826 1826 Adj Flow Rate, veh/h 47 58 57 734 582 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 5555 Cap, veh/h 320 258 251 1858 956 427 Arrive On Green 0.10 0.10 0.07 0.54 0.28 0.28 Sat Flow, veh/h 3127 2524 3374 3561 3561 1547 Grp Volume(v), veh/h 47 58 57 734 582 27 Grp Sat Flow(s),veh/h/ln 1564 1262 1687 1735 1735 1547 Q Serve(g_s), s 0.7 1.1 0.9 6.8 7.9 0.7 Cycle Q Clear(g_c), s 0.7 1.1 0.9 6.8 7.9 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 258 251 1858 956 427 V/C Ratio(X) 0.15 0.22 0.23 0.40 0.61 0.06 Avail Cap(c_a), veh/h 1724 1392 1240 4470 2550 1138 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 22.4 23.7 7.4 17.1 14.5 Incr Delay (d2), s/veh 0.3 0.5 0.2 0.2 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 1.4 2.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 23.0 23.9 7.6 17.9 14.6 LnGrp LOS C C C A B B Approach Vol, veh/h 105 791 609 Approach Delay, s/veh 22.8 8.8 17.8 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.1 25.1 15.2 39.2 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 2.9 9.9 3.1 8.8 Green Ext Time (p_c), s 0.1 4.5 0.4 6.2 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. G-22 201 Queues 4: US Route 522 & Lake Frederick Drive 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 385 142 78 692 607 127 v/c Ratio 0.94 0.30 0.16 0.34 0.44 0.18 Control Delay 75.1 7.6 11.6 12.3 26.9 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 7.6 11.6 12.3 26.9 5.0 Queue Length 50th (ft) 268 0 22 124 174 0 Queue Length 95th (ft) #451 50 42 162 229 40 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 412 478 510 2019 1379 693 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.93 0.30 0.15 0.34 0.44 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-23 202 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 05/13/2025 2042 BG AM Madison Farms 2042 Background AM 3:56 pm 06/26/2024 2042 Background AM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 377 139 76 678 595 124 Future Volume (veh/h) 377 139 76 678 595 124 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 385 142 78 692 607 127 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %005555 Cap, veh/h 411 366 464 2035 1228 548 Arrive On Green 0.23 0.23 0.14 0.59 0.35 0.35 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 385 142 78 692 607 127 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 22.9 8.2 0.0 11.3 15.0 6.3 Cycle Q Clear(g_c), s 22.9 8.2 0.0 11.3 15.0 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 366 464 2035 1228 548 V/C Ratio(X) 0.94 0.39 0.17 0.34 0.49 0.23 Avail Cap(c_a), veh/h 413 367 464 2035 1228 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 35.9 24.9 11.7 27.7 24.9 Incr Delay (d2), s/veh 28.8 0.8 0.1 0.5 1.4 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.4 0.1 1.4 3.8 6.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.4 36.7 25.0 12.2 29.2 25.9 LnGrp LOS E D C B C C Approach Vol, veh/h 527 770 734 Approach Delay, s/veh 61.3 13.5 28.6 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 33.6 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 13.3 24.9 2.0 17.0 Green Ext Time (p_c), s 9.9 0.0 0.1 7.7 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C G-24 203 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 854 743 45 89 267 v/c Ratio 1.31 0.70 0.05 0.39 0.63 Control Delay 169.0 13.6 2.6 24.8 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 169.0 13.6 2.6 24.8 17.8 Queue Length 50th (ft) ~428 153 1 25 38 Queue Length 95th (ft) #721 360 12 62 104 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 652 1058 987 468 717 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.31 0.70 0.05 0.19 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-25 204 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 617 35 37 654 42 36 31 16 39 36 173 Future Volume (veh/h) 142 617 35 37 654 42 36 31 16 39 36 173 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 663 38 40 703 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %333333000000 Cap, veh/h 152 532 29 87 1009 952 177 140 56 97 66 230 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 145 878 48 48 1667 1572 488 693 279 168 326 1136 Grp Volume(v), veh/h 854 0 0 743 0 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1071 0 0 1715 0 1572 1459 0 0 1631 0 0 Q Serve(g_s), s 22.6 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 5.8 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 0.0 17.4 0.0 0.8 2.8 0.0 0.0 10.2 0.0 0.0 Prop In Lane 0.18 0.04 0.05 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 713 0 0 1096 0 952 373 0 0 393 0 0 V/C Ratio(X) 1.20 0.00 0.00 0.68 0.00 0.05 0.24 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 713 0 0 1096 0 952 630 0 0 676 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.0 0.0 0.0 8.6 0.0 5.3 22.1 0.0 0.0 25.1 0.0 0.0 Incr Delay (d2), s/veh 102.5 0.0 0.0 2.2 0.0 0.0 0.3 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 29.5 0.0 0.0 5.2 0.0 0.2 1.1 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 119.5 0.0 0.0 10.8 0.0 5.3 22.4 0.0 0.0 27.1 0.0 0.0 LnGrp LOS F AABAACAACAA Approach Vol, veh/h 854 788 89 267 Approach Delay, s/veh 119.5 10.5 22.4 27.1 Approach LOS F B C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.2 47.8 18.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 42.0 4.8 19.4 12.2 Green Ext Time (p_c), s 0.0 0.4 9.4 1.2 Intersection Summary HCM 6th Ctrl Delay 59.8 HCM 6th LOS E G-26 205 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 312 206 236 414 271 906 297 77 731 95 v/c Ratio 0.90 0.44 0.65 1.09 1.10 1.08 0.51 0.39 0.99 0.06 Control Delay 82.6 9.0 60.1 122.0 139.6 104.2 10.2 64.2 83.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.6 9.0 60.1 122.0 139.6 104.2 10.2 64.2 83.7 0.1 Queue Length 50th (ft) 278 0 201 ~427 ~285 ~494 18 67 ~357 0 Queue Length 95th (ft) #432 68 298 #642 #468 #629 102 121 #496 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 378 490 365 380 247 838 580 197 742 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.83 0.42 0.65 1.09 1.10 1.08 0.51 0.39 0.99 0.06 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-27 206 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 208 202 231 326 79 266 888 291 75 716 93 Future Volume (veh/h) 98 208 202 231 326 79 266 888 291 75 716 93 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 100 212 206 236 333 81 271 906 297 77 731 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333555555 Cap, veh/h 110 234 296 371 302 74 252 851 379 201 753 Arrive On Green 0.19 0.19 0.19 0.21 0.21 0.21 0.14 0.25 0.25 0.12 0.22 0.00 Sat Flow, veh/h 585 1241 1572 1767 1442 351 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 312 0 206 236 0 414 271 906 297 77 731 0 Grp Sat Flow(s),veh/h/ln 1826 0 1572 1767 0 1792 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 23.1 0.0 16.9 16.8 0.0 29.0 20.0 33.9 24.8 5.7 28.9 0.0 Cycle Q Clear(g_c), s 23.1 0.0 16.9 16.8 0.0 29.0 20.0 33.9 24.8 5.7 28.9 0.0 Prop In Lane 0.32 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 344 0 296 371 0 376 252 851 379 201 753 V/C Ratio(X) 0.91 0.00 0.70 0.64 0.00 1.10 1.08 1.07 0.78 0.38 0.97 Avail Cap(c_a), veh/h 383 0 330 371 0 376 252 851 379 201 753 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.9 0.0 52.4 49.8 0.0 54.6 59.1 52.2 48.7 56.6 53.7 0.0 Incr Delay (d2), s/veh 23.2 0.0 5.5 3.6 0.0 76.5 78.8 49.7 10.8 1.7 25.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 7.0 7.7 0.0 20.8 14.1 20.2 10.5 2.5 15.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.1 0.0 57.9 53.4 0.0 131.1 137.9 101.9 59.5 58.3 79.5 0.0 LnGrp LOS E A E D A F F F E E E Approach Vol, veh/h 518 650 1474 808 Approach Delay, s/veh 70.1 102.9 99.9 77.5 Approach LOS E F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 36.7 35.9 24.4 40.6 37.3 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 30.9 25.1 7.7 35.9 31.0 Green Ext Time (p_c), s 0.0 0.0 0.9 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 90.8 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. G-28 207 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 76 139 98 1118 860 49 v/c Ratio 0.19 0.31 0.26 0.56 0.65 0.08 Control Delay 31.7 8.8 33.1 9.5 20.7 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 8.8 33.1 9.5 20.7 5.1 Queue Length 50th (ft) 15 0 20 130 161 0 Queue Length 95th (ft) 38 27 47 184 235 20 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1537 1323 1015 3303 2093 955 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.11 0.10 0.34 0.41 0.05 Intersection Summary G-29 208 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 135 95 1084 834 48 Future Volume (veh/h) 74 135 95 1084 834 48 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1826 1826 1826 1826 Adj Flow Rate, veh/h 76 139 98 1118 860 49 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %445555 Cap, veh/h 357 289 301 2057 1211 540 Arrive On Green 0.11 0.11 0.09 0.59 0.35 0.35 Sat Flow, veh/h 3401 2745 3374 3561 3561 1547 Grp Volume(v), veh/h 76 139 98 1118 860 49 Grp Sat Flow(s),veh/h/ln 1700 1373 1687 1735 1735 1547 Q Serve(g_s), s 1.3 3.1 1.8 12.6 14.0 1.4 Cycle Q Clear(g_c), s 1.3 3.1 1.8 12.6 14.0 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 357 289 301 2057 1211 540 V/C Ratio(X) 0.21 0.48 0.33 0.54 0.71 0.09 Avail Cap(c_a), veh/h 1564 1262 1034 3727 2127 949 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 27.5 27.9 8.0 18.4 14.3 Incr Delay (d2), s/veh 0.4 1.5 0.2 0.3 0.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.1 0.6 2.9 4.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.1 29.0 28.1 8.2 19.3 14.4 LnGrp LOS C C C A B B Approach Vol, veh/h 215 1216 909 Approach Delay, s/veh 28.3 9.8 19.1 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.9 32.9 16.5 48.8 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 3.8 16.0 5.1 14.6 Green Ext Time (p_c), s 0.1 6.8 1.0 11.2 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. G-30 209 Queues 4: US Route 522 & Lake Frederick Drive 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 334 92 186 1271 857 359 v/c Ratio 0.87 0.22 0.47 0.62 0.69 0.46 Control Delay 63.5 8.6 22.8 15.9 33.3 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 8.6 22.8 15.9 33.3 4.7 Queue Length 50th (ft) 224 0 55 290 271 0 Queue Length 95th (ft) #366 41 90 359 344 61 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)450 300 Base Capacity (vph) 418 445 397 2051 1237 783 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.80 0.21 0.47 0.62 0.69 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-31 210 HCM 6th Signalized Intersection Summary 4: US Route 522 & Lake Frederick Drive 05/13/2025 2042 BG PM Madison Farms 2042 Background PM 3:56 pm 06/26/2024 2042 Background PM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 311 86 173 1182 797 334 Future Volume (veh/h) 311 86 173 1182 797 334 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 334 92 186 1271 857 359 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %005555 Cap, veh/h 371 330 387 2094 1263 564 Arrive On Green 0.21 0.21 0.14 0.60 0.36 0.36 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 334 92 186 1271 857 359 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 19.2 5.1 1.2 24.4 22.2 20.5 Cycle Q Clear(g_c), s 19.2 5.1 1.2 24.4 22.2 20.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 371 330 387 2094 1263 564 V/C Ratio(X) 0.90 0.28 0.48 0.61 0.68 0.64 Avail Cap(c_a), veh/h 425 378 387 2094 1263 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 35.7 35.8 13.2 28.6 28.0 Incr Delay (d2), s/veh 20.6 0.5 0.7 1.3 2.9 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 0.1 4.1 8.1 9.6 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 36.3 36.5 14.5 31.5 33.5 LnGrp LOS E D D B C C Approach Vol, veh/h 426 1457 1216 Approach Delay, s/veh 56.3 17.3 32.1 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 30.5 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 26.4 21.2 3.2 24.2 Green Ext Time (p_c), s 20.6 0.7 0.3 10.5 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C G-32 211 Madison Farms 277 Traffic Impact Study APPENDIX H Future Conditions with Development Levels of Service and Queues 212 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 688 563 32 107 267 v/c Ratio 0.93 0.49 0.03 0.47 0.63 Control Delay 34.5 9.0 2.5 26.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 9.0 2.5 26.8 16.4 Queue Length 50th (ft) 189 94 0 31 33 Queue Length 95th (ft) #510 211 10 73 97 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 741 1139 986 463 717 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.93 0.49 0.03 0.23 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-1 213 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 442 9 5 513 29 42 34 22 51 19 176 Future Volume (veh/h) 182 442 9 5 513 29 42 34 22 51 19 176 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 198 480 10 5 558 32 46 37 24 55 21 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333000000 Cap, veh/h 238 512 10 57 1117 949 177 135 68 114 45 234 Arrive On Green 0.60 0.60 0.60 0.60 0.60 0.60 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 279 847 17 3 1850 1572 483 659 330 235 221 1145 Grp Volume(v), veh/h 688 0 0 563 0 32 107 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1143 0 0 1853 0 1572 1472 0 0 1601 0 0 Q Serve(g_s), s 28.4 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 6.8 0.0 0.0 Cycle Q Clear(g_c), s 39.8 0.0 0.0 11.4 0.0 0.5 3.5 0.0 0.0 10.5 0.0 0.0 Prop In Lane 0.29 0.01 0.01 1.00 0.43 0.22 0.21 0.72 Lane Grp Cap(c), veh/h 760 0 0 1173 0 949 379 0 0 393 0 0 V/C Ratio(X) 0.91 0.00 0.00 0.48 0.00 0.03 0.28 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 760 0 0 1173 0 949 632 0 0 664 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 15.2 0.0 0.0 7.5 0.0 5.3 22.3 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 15.0 0.0 0.0 0.7 0.0 0.0 0.4 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 0.0 0.0 3.2 0.0 0.1 1.3 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 0.0 0.0 8.1 0.0 5.3 22.7 0.0 0.0 27.1 0.0 0.0 LnGrp LOS C AAAAACAACAA Approach Vol, veh/h 688 595 107 267 Approach Delay, s/veh 30.2 8.0 22.7 27.1 Approach LOS C A C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.5 47.8 18.5 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 13.4 5.5 41.8 12.5 Green Ext Time (p_c), s 7.2 0.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C H-2 214 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 438 298 144 135 321 580 224 79 392 142 v/c Ratio 1.00 0.51 0.65 0.57 1.11 0.60 0.38 0.47 0.63 0.09 Control Delay 88.1 11.2 64.4 56.2 132.3 42.6 6.9 62.0 50.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 88.1 11.2 64.4 56.2 132.3 42.6 6.9 62.0 50.3 0.1 Queue Length 50th (ft) 332 21 105 90 ~276 212 0 57 147 0 Queue Length 95th (ft) #650 114 186 168 #541 307 64 119 212 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 440 581 427 442 289 1042 622 231 868 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.00 0.51 0.34 0.31 1.11 0.56 0.36 0.34 0.45 0.09 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-3 215 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 236 289 140 101 30 311 563 217 77 380 138 Future Volume (veh/h) 189 236 289 140 101 30 311 563 217 77 380 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 195 243 298 144 104 31 321 580 224 79 392 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 209 260 406 188 146 44 316 922 411 116 526 Arrive On Green 0.26 0.26 0.26 0.11 0.11 0.11 0.18 0.27 0.27 0.07 0.15 0.00 Sat Flow, veh/h 808 1007 1572 1767 1373 409 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 438 0 298 144 0 135 321 580 224 79 392 0 Grp Sat Flow(s),veh/h/ln 1815 0 1572 1767 0 1782 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 26.0 0.0 19.1 8.7 0.0 8.1 20.0 16.2 13.7 4.9 11.9 0.0 Cycle Q Clear(g_c), s 26.0 0.0 19.1 8.7 0.0 8.1 20.0 16.2 13.7 4.9 11.9 0.0 Prop In Lane 0.45 1.00 1.00 0.23 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 468 0 406 188 0 190 316 922 411 116 526 V/C Ratio(X) 0.93 0.00 0.73 0.77 0.00 0.71 1.02 0.63 0.54 0.68 0.74 Avail Cap(c_a), veh/h 479 0 415 466 0 470 316 1069 477 253 946 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.9 0.0 37.3 47.8 0.0 47.5 45.0 35.6 34.7 50.2 44.6 0.0 Incr Delay (d2), s/veh 25.6 0.0 6.5 6.4 0.0 4.9 54.5 1.2 1.6 6.8 3.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.5 0.0 7.8 4.1 0.0 3.8 13.1 6.7 5.1 2.3 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.4 0.0 43.8 54.2 0.0 52.4 99.5 36.8 36.3 57.0 47.6 0.0 LnGrp LOS E A D D A D F D D E D Approach Vol, veh/h 736 279 1125 471 Approach Delay, s/veh 56.7 53.3 54.6 49.2 Approach LOS E D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 23.4 38.3 15.7 35.9 20.0 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 13.9 28.0 6.9 18.2 10.7 Green Ext Time (p_c), s 0.0 2.8 0.4 0.1 5.4 1.0 Intersection Summary HCM 6th Ctrl Delay 54.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. H-4 216 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 47 58 57 814 659 27 v/c Ratio 0.11 0.15 0.13 0.37 0.40 0.04 Control Delay 26.7 10.0 27.3 7.7 16.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 10.0 27.3 7.7 16.3 6.8 Queue Length 50th (ft) 8 0 10 81 112 0 Queue Length 95th (ft) 23 17 27 120 166 15 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1697 1403 1228 3438 2533 1140 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.03 0.04 0.05 0.24 0.26 0.02 Intersection Summary H-5 217 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 43 53 52 749 606 25 Future Volume (veh/h) 43 53 52 749 606 25 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1693 1693 1826 1826 1826 1826 Adj Flow Rate, veh/h 47 58 57 814 659 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 5555 Cap, veh/h 315 254 248 1898 1016 453 Arrive On Green 0.10 0.10 0.07 0.55 0.29 0.29 Sat Flow, veh/h 3127 2524 3374 3561 3561 1547 Grp Volume(v), veh/h 47 58 57 814 659 27 Grp Sat Flow(s),veh/h/ln 1564 1262 1687 1735 1735 1547 Q Serve(g_s), s 0.8 1.2 0.9 7.8 9.3 0.7 Cycle Q Clear(g_c), s 0.8 1.2 0.9 7.8 9.3 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 315 254 248 1898 1016 453 V/C Ratio(X) 0.15 0.23 0.23 0.43 0.65 0.06 Avail Cap(c_a), veh/h 1678 1354 1207 4349 2482 1107 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 23.1 24.4 7.5 17.3 14.2 Incr Delay (d2), s/veh 0.3 0.5 0.2 0.2 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.4 0.3 1.7 3.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 23.7 24.6 7.7 18.1 14.3 LnGrp LOS C C C A B B Approach Vol, veh/h 105 871 686 Approach Delay, s/veh 23.5 8.8 18.0 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.2 26.5 15.2 40.7 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 2.9 11.3 3.2 9.8 Green Ext Time (p_c), s 0.1 5.1 0.4 7.1 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H-6 218 Queues 4: Lake Frederick Drive & US Route 522 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 385 142 78 736 663 127 v/c Ratio 0.94 0.30 0.17 0.36 0.48 0.18 Control Delay 75.1 7.6 11.9 12.5 27.6 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 7.6 11.9 12.5 27.6 5.0 Queue Length 50th (ft) 268 0 22 134 194 0 Queue Length 95th (ft) #451 50 42 173 253 40 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)300 Base Capacity (vph) 412 478 486 2019 1379 693 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.93 0.30 0.16 0.36 0.48 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-7 219 HCM 6th Signalized Intersection Summary 4: Lake Frederick Drive & US Route 522 05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 377 139 76 721 650 124 Future Volume (veh/h) 377 139 76 721 650 124 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 385 142 78 736 663 127 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %005555 Cap, veh/h 411 366 446 2035 1228 548 Arrive On Green 0.23 0.23 0.14 0.59 0.35 0.35 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 385 142 78 736 663 127 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 22.9 8.2 0.0 12.2 16.7 6.3 Cycle Q Clear(g_c), s 22.9 8.2 0.0 12.2 16.7 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 366 446 2035 1228 548 V/C Ratio(X) 0.94 0.39 0.17 0.36 0.54 0.23 Avail Cap(c_a), veh/h 413 367 446 2035 1228 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 35.9 26.3 11.9 28.3 24.9 Incr Delay (d2), s/veh 28.8 0.8 0.1 0.5 1.7 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.4 0.1 1.5 4.7 6.7 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.4 36.7 26.4 12.4 30.0 25.9 LnGrp LOS E D C B C C Approach Vol, veh/h 527 814 790 Approach Delay, s/veh 61.3 13.7 29.3 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 33.6 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 14.2 24.9 2.0 18.7 Green Ext Time (p_c), s 12.5 0.0 0.1 8.1 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C H-8 220 HCM 6th TWSC 5: West Site Entrance & Faifax Pike (VA Route 277)05/13/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 421 102 0 429 0 72 Future Vol, veh/h 421 102 0 429 0 72 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 458 111 0 466 0 78 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 458 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.318 Pot Cap-1 Maneuver - - 0 - 0 603 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----603 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 11.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)603 - - - HCM Lane V/C Ratio 0.13 - - - HCM Control Delay (s) 11.9 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.4 - - - H-9 221 Queues 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 461 170 341 447 237 316 v/c Ratio 0.72 0.26 0.66 0.39 0.58 0.35 Control Delay 26.3 4.4 21.2 7.5 30.2 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 4.4 21.2 7.5 30.2 4.6 Queue Length 50th (ft) 139 0 49 68 76 16 Queue Length 95th (ft) 316 39 120 161 189 68 Internal Link Dist (ft) 711 395 137 Turn Bay Length (ft)200 320 150 150 Base Capacity (vph) 1118 1018 760 1646 711 1136 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 0.41 0.17 0.45 0.27 0.33 0.28 Intersection Summary H-10 222 HCM 6th Signalized Intersection Summary 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2035 TF AM Madison Farms 2035 Total Future AM 3:54 pm 06/26/2024 2035 Total Future AM Synchro 11 Report Wells + Associates Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 424 156 314 411 218 291 Future Volume (veh/h) 424 156 314 411 218 291 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 461 170 341 447 237 316 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 639 541 488 1066 376 523 Arrive On Green 0.34 0.34 0.12 0.57 0.21 0.21 Sat Flow, veh/h 1870 1585 1781 1870 1781 1585 Grp Volume(v), veh/h 461 170 341 447 237 316 Grp Sat Flow(s),veh/h/ln 1870 1585 1781 1870 1781 1585 Q Serve(g_s), s 8.9 3.3 0.7 5.6 5.0 2.0 Cycle Q Clear(g_c), s 8.9 3.3 0.7 5.6 5.0 2.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 639 541 488 1066 376 523 V/C Ratio(X)0.72 0.31 0.70 0.42 0.63 0.60 Avail Cap(c_a), veh/h 1569 1330 1094 2634 1001 1079 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.8 10.0 15.2 5.0 14.8 11.5 Incr Delay (d2), s/veh 1.6 0.3 1.8 0.3 1.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.8 2.5 0.9 1.9 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 10.3 17.0 5.3 16.5 12.6 LnGrp LOS B B B A B B Approach Vol, veh/h 631 788 553 Approach Delay, s/veh 12.6 10.4 14.3 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 27.9 13.2 9.4 18.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 57.9 23.1 18.9 34.5 Max Q Clear Time (g_c+I1), s 7.6 7.0 2.7 10.9 Green Ext Time (p_c), s 2.7 1.7 0.9 3.2 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B H-11 223 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 976 869 45 89 267 v/c Ratio 1.93 0.83 0.05 0.36 0.65 Control Delay 444.2 20.3 3.2 23.5 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 444.2 20.3 3.2 23.5 20.4 Queue Length 50th (ft) ~401 218 1 25 49 Queue Length 95th (ft) #721 #570 14 62 116 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 506 1046 976 482 695 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.93 0.83 0.05 0.18 0.38 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-12 224 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 730 35 37 771 42 36 31 16 39 36 173 Future Volume (veh/h) 142 730 35 37 771 42 36 31 16 39 36 173 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 785 38 40 829 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %333333000000 Cap, veh/h 115 419 19 82 1019 952 177 140 56 97 66 230 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 85 691 31 42 1683 1572 488 693 279 168 326 1136 Grp Volume(v), veh/h 976 0 0 869 0 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 808 0 0 1725 0 1572 1459 0 0 1631 0 0 Q Serve(g_s), s 15.4 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 5.8 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 0.0 24.6 0.0 0.8 2.8 0.0 0.0 10.2 0.0 0.0 Prop In Lane 0.16 0.04 0.05 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 553 0 0 1101 0 952 373 0 0 393 0 0 V/C Ratio(X) 1.77 0.00 0.00 0.79 0.00 0.05 0.24 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 553 0 0 1101 0 952 630 0 0 676 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.7 0.0 0.0 9.7 0.0 5.3 22.1 0.0 0.0 25.1 0.0 0.0 Incr Delay (d2), s/veh 352.0 0.0 0.0 4.5 0.0 0.0 0.3 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 58.8 0.0 0.0 7.4 0.0 0.2 1.1 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 369.7 0.0 0.0 14.2 0.0 5.3 22.4 0.0 0.0 27.1 0.0 0.0 LnGrp LOS F AABAACAACAA Approach Vol, veh/h 976 914 89 267 Approach Delay, s/veh 369.7 13.8 22.4 27.1 Approach LOS F B C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.2 47.8 18.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 26.6 4.8 42.0 12.2 Green Ext Time (p_c), s 8.4 0.4 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 170.4 HCM 6th LOS F H-13 225 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 472 314 236 433 371 857 297 77 694 215 v/c Ratio 1.28 0.60 0.66 1.16 1.53 0.94 0.48 0.51 0.95 0.14 Control Delay 189.4 15.9 61.4 145.9 296.4 68.9 8.2 72.8 77.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 189.4 15.9 61.4 145.9 296.4 68.9 8.2 72.8 77.9 0.2 Queue Length 50th (ft) ~547 44 201 ~465 ~475 408 7 69 334 0 Queue Length 95th (ft) #767 145 298 #682 #679 #578 87 121 #458 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 369 525 359 373 243 913 619 194 730 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.28 0.60 0.66 1.16 1.53 0.94 0.48 0.40 0.95 0.14 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-14 226 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 225 237 308 231 345 79 364 840 291 75 680 211 Future Volume (veh/h) 225 237 308 231 345 79 364 840 291 75 680 211 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 230 242 314 236 352 81 371 857 297 77 694 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333555555 Cap, veh/h 181 191 323 363 300 69 246 1008 450 108 735 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.14 0.29 0.29 0.06 0.21 0.00 Sat Flow, veh/h 883 929 1572 1767 1459 336 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 472 0 314 236 0 433 371 857 297 77 694 0 Grp Sat Flow(s),veh/h/ln 1811 0 1572 1767 0 1795 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 29.0 0.0 28.0 17.3 0.0 29.0 20.0 32.8 23.8 6.1 27.8 0.0 Cycle Q Clear(g_c), s 29.0 0.0 28.0 17.3 0.0 29.0 20.0 32.8 23.8 6.1 27.8 0.0 Prop In Lane 0.49 1.00 1.00 0.19 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 372 0 323 363 0 369 246 1008 450 108 735 V/C Ratio(X) 1.27 0.00 0.97 0.65 0.00 1.17 1.51 0.85 0.66 0.71 0.94 Avail Cap(c_a), veh/h 372 0 323 363 0 369 246 1008 450 197 738 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.1 0.0 55.6 51.4 0.0 56.1 60.6 47.1 43.9 64.9 54.8 0.0 Incr Delay (d2), s/veh 140.2 0.0 42.3 4.0 0.0 103.2 247.4 7.2 4.0 8.3 20.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 27.5 0.0 14.7 8.0 0.0 23.5 25.6 14.8 9.4 2.9 14.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 196.3 0.0 97.9 55.4 0.0 159.2 307.9 54.4 48.0 73.2 75.5 0.0 LnGrp LOS F A F E A F F D D E E Approach Vol, veh/h 786 669 1525 771 Approach Delay, s/veh 157.0 122.6 114.8 75.3 Approach LOS F F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 36.6 38.9 17.2 47.7 37.3 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 29.8 31.0 8.1 34.8 31.0 Green Ext Time (p_c), s 0.0 0.1 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 116.9 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. H-15 227 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 76 139 98 1190 941 49 v/c Ratio 0.20 0.32 0.27 0.58 0.67 0.07 Control Delay 33.5 9.2 35.0 9.5 20.6 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.5 9.2 35.0 9.5 20.6 4.8 Queue Length 50th (ft) 15 0 21 143 183 0 Queue Length 95th (ft) 40 28 49 199 262 19 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1478 1278 976 3230 2012 920 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.11 0.10 0.37 0.47 0.05 Intersection Summary H-16 228 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 135 95 1154 913 48 Future Volume (veh/h) 74 135 95 1154 913 48 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1826 1826 1826 1826 Adj Flow Rate, veh/h 76 139 98 1190 941 49 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %445555 Cap, veh/h 345 279 293 2108 1289 575 Arrive On Green 0.10 0.10 0.09 0.61 0.37 0.37 Sat Flow, veh/h 3401 2745 3374 3561 3561 1547 Grp Volume(v), veh/h 76 139 98 1190 941 49 Grp Sat Flow(s),veh/h/ln 1700 1373 1687 1735 1735 1547 Q Serve(g_s), s 1.4 3.2 1.9 13.9 15.8 1.4 Cycle Q Clear(g_c), s 1.4 3.2 1.9 13.9 15.8 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 279 293 2108 1289 575 V/C Ratio(X) 0.22 0.50 0.33 0.56 0.73 0.09 Avail Cap(c_a), veh/h 1506 1216 996 3591 2049 914 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 28.8 29.1 7.9 18.4 13.8 Incr Delay (d2), s/veh 0.4 1.7 0.2 0.3 1.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.1 0.7 3.1 5.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 30.5 29.3 8.2 19.3 13.9 LnGrp LOS C C C A B B Approach Vol, veh/h 215 1288 990 Approach Delay, s/veh 29.7 9.8 19.1 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.0 35.3 16.5 51.3 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 3.9 17.8 5.2 15.9 Green Ext Time (p_c), s 0.1 7.3 1.0 12.4 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H-17 229 Queues 4: Lake Frederick Drive & US Route 522 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 334 92 186 1304 923 359 v/c Ratio 0.87 0.22 0.50 0.64 0.75 0.46 Control Delay 63.5 8.6 26.0 16.2 35.1 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 8.6 26.0 16.2 35.1 4.7 Queue Length 50th (ft) 224 0 55 302 299 0 Queue Length 95th (ft) #366 41 90 374 377 61 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)300 Base Capacity (vph) 418 445 375 2051 1237 783 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.80 0.21 0.50 0.64 0.75 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-18 230 HCM 6th Signalized Intersection Summary 4: Lake Frederick Drive & US Route 522 05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 311 86 173 1213 858 334 Future Volume (veh/h) 311 86 173 1213 858 334 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 334 92 186 1304 923 359 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %005555 Cap, veh/h 371 330 373 2094 1263 564 Arrive On Green 0.21 0.21 0.14 0.60 0.36 0.36 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 334 92 186 1304 923 359 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 19.2 5.1 2.1 25.4 24.6 20.5 Cycle Q Clear(g_c), s 19.2 5.1 2.1 25.4 24.6 20.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 371 330 373 2094 1263 564 V/C Ratio(X) 0.90 0.28 0.50 0.62 0.73 0.64 Avail Cap(c_a), veh/h 425 378 373 2094 1263 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 35.7 37.0 13.4 29.3 28.0 Incr Delay (d2), s/veh 20.6 0.5 0.8 1.4 3.7 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 0.1 4.3 9.7 10.7 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 36.3 37.7 14.8 33.1 33.5 LnGrp LOS E D D B C C Approach Vol, veh/h 426 1490 1282 Approach Delay, s/veh 56.3 17.7 33.2 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 30.5 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 27.4 21.2 4.1 26.6 Green Ext Time (p_c), s 23.4 0.7 0.3 9.7 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C H-19 231 HCM 6th TWSC 5: West Site Entrance & Faifax Pike (VA Route 277)05/13/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 736 55 0 711 0 44 Future Vol, veh/h 736 55 0 711 0 44 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 800 60 0 773 0 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 800 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.318 Pot Cap-1 Maneuver - - 0 - 0 385 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----385 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 15.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)385 - - - HCM Lane V/C Ratio 0.124 - - - HCM Control Delay (s) 15.7 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.4 - - - H-20 232 Queues 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 810 153 360 798 240 313 v/c Ratio 0.96 0.20 0.85 0.61 0.70 0.42 Control Delay 47.5 5.8 45.8 9.9 43.2 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.5 5.8 45.8 9.9 43.2 13.1 Queue Length 50th (ft) 414 11 129 190 121 77 Queue Length 95th (ft) #725 48 #295 355 197 139 Internal Link Dist (ft) 711 395 137 Turn Bay Length (ft)200 320 150 150 Base Capacity (vph) 846 783 464 1343 461 828 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 0.96 0.20 0.78 0.59 0.52 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-21 233 HCM 6th Signalized Intersection Summary 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2035 TF PM Madison Farms 2035 Total Future PM 11:59 pm 06/25/2024 2035 Total Future PM Synchro 11 Report Wells + Associates Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 745 141 331 734 221 288 Future Volume (veh/h) 745 141 331 734 221 288 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 810 153 360 798 240 313 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 898 761 416 1289 318 510 Arrive On Green 0.48 0.48 0.14 0.69 0.18 0.18 Sat Flow, veh/h 1870 1585 1781 1870 1781 1585 Grp Volume(v), veh/h 810 153 360 798 240 313 Grp Sat Flow(s),veh/h/ln 1870 1585 1781 1870 1781 1585 Q Serve(g_s), s 27.1 3.8 7.0 15.8 8.7 1.6 Cycle Q Clear(g_c), s 27.1 3.8 7.0 15.8 8.7 1.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 898 761 416 1289 318 510 V/C Ratio(X)0.90 0.20 0.86 0.62 0.75 0.61 Avail Cap(c_a), veh/h 1029 872 619 1632 562 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.2 10.2 26.0 5.7 26.6 19.5 Incr Delay (d2), s/veh 10.0 0.1 8.4 0.5 3.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.5 1.1 5.9 3.4 3.8 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.2 10.3 34.4 6.2 30.2 20.8 LnGrp LOS C B C A C C Approach Vol, veh/h 963 1158 553 Approach Delay, s/veh 23.7 15.0 24.9 Approach LOS C B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 51.5 16.7 14.2 37.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 59.5 21.5 17.5 37.5 Max Q Clear Time (g_c+I1), s 17.8 10.7 9.0 29.1 Green Ext Time (p_c), s 6.2 1.5 0.7 3.7 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C H-22 234 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 706 577 32 107 267 v/c Ratio 0.96 0.51 0.03 0.47 0.63 Control Delay 41.1 9.2 2.5 26.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.1 9.2 2.5 26.8 16.4 Queue Length 50th (ft) 204 98 0 31 33 Queue Length 95th (ft) #532 219 10 73 97 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 733 1139 986 463 717 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.96 0.51 0.03 0.23 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-23 235 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 458 9 5 526 29 42 34 22 51 19 176 Future Volume (veh/h) 182 458 9 5 526 29 42 34 22 51 19 176 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 198 498 10 5 572 32 46 37 24 55 21 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %333333000000 Cap, veh/h 231 510 10 57 1117 949 177 135 68 114 45 234 Arrive On Green 0.60 0.60 0.60 0.60 0.60 0.60 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 268 846 16 3 1850 1572 483 659 330 235 221 1145 Grp Volume(v), veh/h 706 0 0 577 0 32 107 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1130 0 0 1853 0 1572 1472 0 0 1601 0 0 Q Serve(g_s), s 28.1 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 6.8 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 0.0 11.9 0.0 0.5 3.5 0.0 0.0 10.5 0.0 0.0 Prop In Lane 0.28 0.01 0.01 1.00 0.43 0.22 0.21 0.72 Lane Grp Cap(c), veh/h 752 0 0 1173 0 949 379 0 0 393 0 0 V/C Ratio(X) 0.94 0.00 0.00 0.49 0.00 0.03 0.28 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 752 0 0 1173 0 949 632 0 0 664 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.0 0.0 0.0 7.6 0.0 5.3 22.3 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 20.0 0.0 0.0 0.7 0.0 0.0 0.4 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.4 0.0 0.0 3.3 0.0 0.1 1.3 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 0.0 0.0 8.2 0.0 5.3 22.7 0.0 0.0 27.1 0.0 0.0 LnGrp LOS D AAAAACAACAA Approach Vol, veh/h 706 609 107 267 Approach Delay, s/veh 36.0 8.1 22.7 27.1 Approach LOS D A C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.5 47.8 18.5 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 13.9 5.5 42.0 12.5 Green Ext Time (p_c), s 7.4 0.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C H-24 236 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 452 298 144 139 321 609 224 79 414 142 v/c Ratio 1.03 0.52 0.65 0.59 1.12 0.63 0.38 0.47 0.65 0.09 Control Delay 96.8 12.1 64.8 57.9 134.6 43.1 6.8 62.4 50.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.8 12.1 64.8 57.9 134.6 43.1 6.8 62.4 50.8 0.1 Queue Length 50th (ft) ~371 27 107 95 ~283 226 0 58 157 0 Queue Length 95th (ft) #679 122 186 172 #541 323 64 119 224 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 438 573 425 440 287 1037 620 230 863 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.03 0.52 0.34 0.32 1.12 0.59 0.36 0.34 0.48 0.09 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-25 237 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 249 289 140 105 30 311 591 217 77 402 138 Future Volume (veh/h) 189 249 289 140 105 30 311 591 217 77 402 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 195 257 298 144 108 31 321 609 224 79 414 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 203 268 408 188 147 42 311 935 417 116 548 Arrive On Green 0.26 0.26 0.26 0.11 0.11 0.11 0.18 0.27 0.27 0.07 0.16 0.00 Sat Flow, veh/h 784 1033 1572 1767 1386 398 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 452 0 298 144 0 139 321 609 224 79 414 0 Grp Sat Flow(s),veh/h/ln 1816 0 1572 1767 0 1784 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 27.4 0.0 19.3 8.9 0.0 8.4 20.0 17.4 13.8 5.0 12.7 0.0 Cycle Q Clear(g_c), s 27.4 0.0 19.3 8.9 0.0 8.4 20.0 17.4 13.8 5.0 12.7 0.0 Prop In Lane 0.43 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 472 0 408 188 0 190 311 935 417 116 548 V/C Ratio(X) 0.96 0.00 0.73 0.77 0.00 0.73 1.03 0.65 0.54 0.68 0.76 Avail Cap(c_a), veh/h 472 0 408 459 0 463 311 1053 470 249 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.8 0.0 37.8 48.6 0.0 48.4 45.9 36.2 34.9 51.0 45.0 0.0 Incr Delay (d2), s/veh 31.0 0.0 6.5 6.4 0.0 5.4 59.3 1.5 1.5 6.9 3.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.9 0.0 8.0 4.2 0.0 4.0 13.4 7.2 5.2 2.3 5.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.8 0.0 44.3 55.0 0.0 53.8 105.1 37.6 36.4 57.9 48.0 0.0 LnGrp LOS E A D E A D F D D E D Approach Vol, veh/h 750 283 1154 493 Approach Delay, s/veh 60.9 54.4 56.2 49.6 Approach LOS E D E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 24.3 38.9 15.8 36.8 20.2 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 14.7 29.4 7.0 19.4 10.9 Green Ext Time (p_c), s 0.0 2.9 0.0 0.1 5.4 1.0 Intersection Summary HCM 6th Ctrl Delay 56.1 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. H-26 238 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 47 58 57 847 689 27 v/c Ratio 0.11 0.15 0.13 0.39 0.41 0.04 Control Delay 27.1 10.2 27.8 7.7 16.3 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.1 10.2 27.8 7.7 16.3 6.7 Queue Length 50th (ft) 8 0 10 85 118 0 Queue Length 95th (ft) 24 17 28 125 174 15 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1683 1392 1218 3429 2511 1131 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.03 0.04 0.05 0.25 0.27 0.02 Intersection Summary H-27 239 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 43 53 52 779 634 25 Future Volume (veh/h) 43 53 52 779 634 25 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1693 1693 1826 1826 1826 1826 Adj Flow Rate, veh/h 47 58 57 847 689 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 14 5555 Cap, veh/h 312 252 247 1920 1049 468 Arrive On Green 0.10 0.10 0.07 0.55 0.30 0.30 Sat Flow, veh/h 3127 2524 3374 3561 3561 1547 Grp Volume(v), veh/h 47 58 57 847 689 27 Grp Sat Flow(s),veh/h/ln 1564 1262 1687 1735 1735 1547 Q Serve(g_s), s 0.8 1.2 0.9 8.2 9.8 0.7 Cycle Q Clear(g_c), s 0.8 1.2 0.9 8.2 9.8 0.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 312 252 247 1920 1049 468 V/C Ratio(X) 0.15 0.23 0.23 0.44 0.66 0.06 Avail Cap(c_a), veh/h 1652 1334 1188 4282 2444 1090 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 23.6 24.8 7.5 17.2 14.1 Incr Delay (d2), s/veh 0.3 0.6 0.2 0.2 0.9 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.4 0.3 1.8 3.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 24.1 25.0 7.7 18.1 14.1 LnGrp LOS C C C A B B Approach Vol, veh/h 105 904 716 Approach Delay, s/veh 23.9 8.8 17.9 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 14.3 27.3 15.3 41.5 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 2.9 11.8 3.2 10.2 Green Ext Time (p_c), s 0.1 5.4 0.4 7.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H-28 240 Queues 4: Lake Frederick Drive & US Route 522 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 385 142 78 776 696 127 v/c Ratio 0.94 0.30 0.17 0.38 0.50 0.18 Control Delay 75.1 7.6 12.1 12.8 28.0 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 7.6 12.1 12.8 28.0 5.0 Queue Length 50th (ft) 268 0 22 144 206 0 Queue Length 95th (ft) #451 50 42 185 268 40 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)300 Base Capacity (vph) 412 478 471 2019 1379 693 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.93 0.30 0.17 0.38 0.50 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-29 241 HCM 6th Signalized Intersection Summary 4: Lake Frederick Drive & US Route 522 05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 377 139 76 760 682 124 Future Volume (veh/h) 377 139 76 760 682 124 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 385 142 78 776 696 127 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %005555 Cap, veh/h 411 366 435 2035 1228 548 Arrive On Green 0.23 0.23 0.14 0.59 0.35 0.35 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 385 142 78 776 696 127 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 22.9 8.2 0.0 13.1 17.8 6.3 Cycle Q Clear(g_c), s 22.9 8.2 0.0 13.1 17.8 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 366 435 2035 1228 548 V/C Ratio(X) 0.94 0.39 0.18 0.38 0.57 0.23 Avail Cap(c_a), veh/h 413 367 435 2035 1228 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 35.9 27.2 12.1 28.6 24.9 Incr Delay (d2), s/veh 28.8 0.8 0.1 0.5 1.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.4 0.1 1.5 5.0 7.1 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.4 36.7 27.3 12.6 30.5 25.9 LnGrp LOS E D C B C C Approach Vol, veh/h 527 854 823 Approach Delay, s/veh 61.3 14.0 29.8 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 33.6 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 15.1 24.9 2.0 19.8 Green Ext Time (p_c), s 13.4 0.0 0.1 8.2 Intersection Summary HCM 6th Ctrl Delay 31.2 HCM 6th LOS C H-30 242 HCM 6th TWSC 5: West Site Entrance & Faifax Pike (VA Route 277)05/13/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 442 102 0 444 0 72 Future Vol, veh/h 442 102 0 444 0 72 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 480 111 0 483 0 78 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 480 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.318 Pot Cap-1 Maneuver - - 0 - 0 586 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----586 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 12.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)586 - - - HCM Lane V/C Ratio 0.134 - - - HCM Control Delay (s) 12.1 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.5 - - - H-31 243 Queues 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 484 170 341 463 237 316 v/c Ratio 0.74 0.26 0.67 0.40 0.59 0.35 Control Delay 27.2 4.3 22.3 7.6 31.2 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.2 4.3 22.3 7.6 31.2 5.2 Queue Length 50th (ft) 152 0 50 73 79 20 Queue Length 95th (ft) 337 39 120 168 189 76 Internal Link Dist (ft) 711 395 137 Turn Bay Length (ft)200 320 150 150 Base Capacity (vph) 1088 995 735 1618 692 1112 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 0.44 0.17 0.46 0.29 0.34 0.28 Intersection Summary H-32 244 HCM 6th Signalized Intersection Summary 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2042 TF AM Madison Farms 2042 Total Future AM 3:56 pm 06/26/2024 2042 Total Future AM Synchro 11 Report Wells + Associates Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 445 156 314 426 218 291 Future Volume (veh/h) 445 156 314 426 218 291 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 484 170 341 463 237 316 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 660 559 495 1078 373 517 Arrive On Green 0.35 0.35 0.12 0.58 0.21 0.21 Sat Flow, veh/h 1870 1585 1781 1870 1781 1585 Grp Volume(v), veh/h 484 170 341 463 237 316 Grp Sat Flow(s),veh/h/ln 1870 1585 1781 1870 1781 1585 Q Serve(g_s), s 9.5 3.3 0.4 5.9 5.1 2.1 Cycle Q Clear(g_c), s 9.5 3.3 0.4 5.9 5.1 2.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 660 559 495 1078 373 517 V/C Ratio(X)0.73 0.30 0.69 0.43 0.64 0.61 Avail Cap(c_a), veh/h 1535 1301 1088 2577 979 1056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.9 9.9 15.5 5.0 15.2 11.9 Incr Delay (d2), s/veh 1.6 0.3 1.7 0.3 1.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.8 2.5 0.9 1.9 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 10.2 17.2 5.3 17.0 13.1 LnGrp LOS B B B A B B Approach Vol, veh/h 654 804 553 Approach Delay, s/veh 12.6 10.3 14.8 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 28.7 13.3 9.4 19.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 57.9 23.1 18.9 34.5 Max Q Clear Time (g_c+I1), s 7.9 7.1 2.4 11.5 Green Ext Time (p_c), s 2.9 1.7 0.9 3.3 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B H-33 245 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBT Lane Group Flow (vph) 1003 902 45 89 267 v/c Ratio 2.19 0.87 0.05 0.35 0.65 Control Delay 560.1 23.1 3.4 23.0 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 560.1 23.1 3.4 23.0 21.4 Queue Length 50th (ft) ~471 243 2 25 53 Queue Length 95th (ft) #796 #610 15 61 121 Internal Link Dist (ft) 643 1175 226 593 Turn Bay Length (ft)150 Base Capacity (vph) 458 1041 971 487 687 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 2.19 0.87 0.05 0.18 0.39 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-34 246 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 755 35 37 802 42 36 31 16 39 36 173 Future Volume (veh/h) 142 755 35 37 802 42 36 31 16 39 36 173 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 812 38 40 862 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %333333000000 Cap, veh/h 106 380 17 81 1022 952 177 140 56 97 66 230 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 71 628 28 40 1687 1572 488 693 279 168 326 1136 Grp Volume(v), veh/h 1003 0 0 902 0 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 726 0 0 1727 0 1572 1459 0 0 1631 0 0 Q Serve(g_s), s 13.2 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 5.8 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 0.0 26.8 0.0 0.8 2.8 0.0 0.0 10.2 0.0 0.0 Prop In Lane 0.15 0.04 0.04 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 503 0 0 1103 0 952 373 0 0 393 0 0 V/C Ratio(X) 1.99 0.00 0.00 0.82 0.00 0.05 0.24 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 503 0 0 1103 0 952 630 0 0 676 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.6 0.0 0.0 10.1 0.0 5.3 22.1 0.0 0.0 25.1 0.0 0.0 Incr Delay (d2), s/veh 454.8 0.0 0.0 5.5 0.0 0.0 0.3 0.0 0.0 2.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 67.7 0.0 0.0 8.1 0.0 0.2 1.1 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 472.3 0.0 0.0 15.6 0.0 5.3 22.4 0.0 0.0 27.1 0.0 0.0 LnGrp LOS F AABAACAACAA Approach Vol, veh/h 1003 947 89 267 Approach Delay, s/veh 472.3 15.1 22.4 27.1 Approach LOS F B C C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 47.8 18.2 47.8 18.2 Change Period (Y+Rc), s 7.8 4.9 7.8 4.9 Max Green Setting (Gmax), s 40.0 25.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 28.8 4.8 42.0 12.2 Green Ext Time (p_c), s 7.5 0.4 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 215.7 HCM 6th LOS F H-35 247 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 3 Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 485 314 236 453 371 906 297 77 731 215 v/c Ratio 1.31 0.61 0.66 1.21 1.53 0.99 0.49 0.51 1.00 0.14 Control Delay 201.4 17.0 61.4 163.4 296.4 79.4 9.7 72.8 88.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 201.4 17.0 61.4 163.4 296.4 79.4 9.7 72.8 88.7 0.2 Queue Length 50th (ft) ~572 50 201 ~504 ~475 440 17 69 ~357 0 Queue Length 95th (ft) #793 153 298 #724 #679 #629 102 121 #496 0 Internal Link Dist (ft) 2587 1239 571 373 Turn Bay Length (ft)275 525 600 300 150 550 Base Capacity (vph) 370 519 359 374 243 913 608 194 730 1538 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.31 0.61 0.66 1.21 1.53 0.99 0.49 0.40 1.00 0.14 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-36 248 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 225 250 308 231 365 79 364 888 291 75 716 211 Future Volume (veh/h) 225 250 308 231 365 79 364 888 291 75 716 211 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 230 255 314 236 372 81 371 906 297 77 731 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %333333555555 Cap, veh/h 177 196 323 363 303 66 246 1010 450 108 737 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.14 0.29 0.29 0.06 0.21 0.00 Sat Flow, veh/h 860 953 1572 1767 1476 321 1739 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 485 0 314 236 0 453 371 906 297 77 731 0 Grp Sat Flow(s),veh/h/ln 1813 0 1572 1767 0 1798 1739 1735 1547 1739 1735 1547 Q Serve(g_s), s 29.0 0.0 28.0 17.3 0.0 29.0 20.0 35.4 23.8 6.1 29.7 0.0 Cycle Q Clear(g_c), s 29.0 0.0 28.0 17.3 0.0 29.0 20.0 35.4 23.8 6.1 29.7 0.0 Prop In Lane 0.47 1.00 1.00 0.18 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 372 0 323 363 0 369 246 1010 450 108 737 V/C Ratio(X) 1.30 0.00 0.97 0.65 0.00 1.23 1.51 0.90 0.66 0.71 0.99 Avail Cap(c_a), veh/h 372 0 323 363 0 369 246 1010 450 197 737 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.1 0.0 55.7 51.4 0.0 56.1 60.6 48.0 43.9 64.9 55.5 0.0 Incr Delay (d2), s/veh 154.6 0.0 42.5 4.1 0.0 123.9 247.8 10.8 4.0 8.3 31.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 29.0 0.0 14.7 8.0 0.0 25.6 25.6 16.4 9.4 2.9 15.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 210.7 0.0 98.2 55.5 0.0 180.0 308.4 58.8 47.9 73.2 86.5 0.0 LnGrp LOS F A F E A F F E D E F Approach Vol, veh/h 799 689 1574 808 Approach Delay, s/veh 166.5 137.3 115.6 85.2 Approach LOS FFFF Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.3 36.7 38.9 17.2 47.8 37.3 Change Period (Y+Rc), s 8.3 6.7 9.9 * 9.4 6.7 8.3 Max Green Setting (Gmax), s 20.0 30.0 29.0 * 15 33.9 29.0 Max Q Clear Time (g_c+I1), s 22.0 31.7 31.0 8.1 37.4 31.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 123.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. H-37 249 Queues 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 76 139 98 1248 981 49 v/c Ratio 0.20 0.33 0.28 0.60 0.67 0.07 Control Delay 34.6 9.4 36.1 9.6 20.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.6 9.4 36.1 9.6 20.3 4.6 Queue Length 50th (ft) 17 0 22 154 193 0 Queue Length 95th (ft) 41 28 50 214 275 19 Internal Link Dist (ft) 358 633 781 Turn Bay Length (ft) 250 250 625 825 Base Capacity (vph) 1439 1247 950 3175 1959 897 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.11 0.10 0.39 0.50 0.05 Intersection Summary H-38 250 HCM 6th Signalized Intersection Summary 3: US Route 522 & Maranto Manor Drive 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 74 135 95 1211 952 48 Future Volume (veh/h) 74 135 95 1211 952 48 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1826 1826 1826 1826 Adj Flow Rate, veh/h 76 139 98 1248 981 49 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %445555 Cap, veh/h 340 274 290 2132 1325 591 Arrive On Green 0.10 0.10 0.09 0.61 0.38 0.38 Sat Flow, veh/h 3401 2745 3374 3561 3561 1547 Grp Volume(v), veh/h 76 139 98 1248 981 49 Grp Sat Flow(s),veh/h/ln 1700 1373 1687 1735 1735 1547 Q Serve(g_s), s 1.4 3.3 1.9 14.9 16.8 1.4 Cycle Q Clear(g_c), s 1.4 3.3 1.9 14.9 16.8 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 340 274 290 2132 1325 591 V/C Ratio(X) 0.22 0.51 0.34 0.59 0.74 0.08 Avail Cap(c_a), veh/h 1480 1194 978 3527 2012 898 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 29.4 29.7 8.0 18.4 13.6 Incr Delay (d2), s/veh 0.4 1.7 0.3 0.3 1.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.1 0.7 3.4 5.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.0 31.2 29.9 8.3 19.4 13.7 LnGrp LOS C C C A B B Approach Vol, veh/h 215 1346 1030 Approach Delay, s/veh 30.4 9.9 19.1 Approach LOS C A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.0 36.4 16.5 52.5 Change Period (Y+Rc), s * 10 * 10 * 9.6 * 10 Max Green Setting (Gmax), s * 20 * 40 * 30 * 70 Max Q Clear Time (g_c+I1), s 3.9 18.8 5.3 16.9 Green Ext Time (p_c), s 0.1 7.5 1.0 13.4 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H-39 251 Queues 4: Lake Frederick Drive & US Route 522 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 7 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 334 92 186 1376 971 359 v/c Ratio 0.87 0.22 0.52 0.67 0.78 0.46 Control Delay 63.5 8.6 28.6 17.0 36.6 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 8.6 28.6 17.0 36.6 4.7 Queue Length 50th (ft) 224 0 55 330 321 0 Queue Length 95th (ft) #366 41 90 408 404 61 Internal Link Dist (ft) 476 997 1165 Turn Bay Length (ft)300 Base Capacity (vph) 418 445 359 2051 1237 783 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.80 0.21 0.52 0.67 0.78 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-40 252 HCM 6th Signalized Intersection Summary 4: Lake Frederick Drive & US Route 522 05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 311 86 173 1280 903 334 Future Volume (veh/h) 311 86 173 1280 903 334 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1826 1826 1826 1826 Adj Flow Rate, veh/h 334 92 186 1376 971 359 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %005555 Cap, veh/h 371 330 364 2094 1263 564 Arrive On Green 0.21 0.21 0.14 0.60 0.36 0.36 Sat Flow, veh/h 1810 1610 1739 3561 3561 1547 Grp Volume(v), veh/h 334 92 186 1376 971 359 Grp Sat Flow(s),veh/h/ln 1810 1610 1739 1735 1735 1547 Q Serve(g_s), s 19.2 5.1 2.8 27.8 26.3 20.5 Cycle Q Clear(g_c), s 19.2 5.1 2.8 27.8 26.3 20.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 371 330 364 2094 1263 564 V/C Ratio(X) 0.90 0.28 0.51 0.66 0.77 0.64 Avail Cap(c_a), veh/h 425 378 364 2094 1263 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 35.7 37.7 13.9 29.9 28.0 Incr Delay (d2), s/veh 20.6 0.5 0.9 1.6 4.5 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 0.1 4.4 10.6 11.5 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 36.3 38.7 15.5 34.4 33.5 LnGrp LOS E D D B C C Approach Vol, veh/h 426 1562 1330 Approach Delay, s/veh 56.3 18.3 34.2 Approach LOS E B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 76.0 30.5 25.5 50.5 Change Period (Y+Rc), s 10.5 8.7 10.5 10.5 Max Green Setting (Gmax), s 65.5 25.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 29.8 21.2 4.8 28.3 Green Ext Time (p_c), s 23.8 0.7 0.3 8.9 Intersection Summary HCM 6th Ctrl Delay 29.5 HCM 6th LOS C H-41 253 HCM 6th TWSC 5: West Site Entrance & Faifax Pike (VA Route 277)05/13/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 764 55 0 747 0 44 Future Vol, veh/h 764 55 0 747 0 44 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 200 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 830 60 0 812 0 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 830 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.22 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.318 Pot Cap-1 Maneuver - - 0 - 0 370 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----370 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 16.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)370 - - - HCM Lane V/C Ratio 0.129 - - - HCM Control Delay (s) 16.2 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.4 - - - H-42 254 Queues 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Group Flow (vph) 840 153 360 837 240 313 v/c Ratio 0.96 0.19 0.89 0.64 0.71 0.43 Control Delay 46.8 5.4 53.2 10.4 43.9 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 5.4 53.2 10.4 43.9 13.9 Queue Length 50th (ft) 421 10 135 207 121 79 Queue Length 95th (ft) #740 46 #319 388 197 144 Internal Link Dist (ft) 711 395 137 Turn Bay Length (ft)200 320 150 150 Base Capacity (vph) 874 805 414 1317 452 806 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 0.96 0.19 0.87 0.64 0.53 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-43 255 HCM 6th Signalized Intersection Summary 6: Central Site Entrance & Faifax Pike (VA Route 277)06/17/2025 2042 TF PM Madison Farms 2042 Total Future PM 3:56 pm 06/26/2024 2042 Total Future PM Synchro 11 Report Wells + Associates Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 773 141 331 770 221 288 Future Volume (veh/h) 773 141 331 770 221 288 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 840 153 360 837 240 313 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 919 779 410 1309 313 510 Arrive On Green 0.49 0.49 0.15 0.70 0.18 0.18 Sat Flow, veh/h 1870 1585 1781 1870 1781 1585 Grp Volume(v), veh/h 840 153 360 837 240 313 Grp Sat Flow(s),veh/h/ln 1870 1585 1781 1870 1781 1585 Q Serve(g_s), s 30.0 3.9 8.0 17.6 9.3 1.5 Cycle Q Clear(g_c), s 30.0 3.9 8.0 17.6 9.3 1.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 919 779 410 1309 313 510 V/C Ratio(X)0.91 0.20 0.88 0.64 0.77 0.61 Avail Cap(c_a), veh/h 1022 866 532 1540 530 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.0 10.3 27.7 5.9 28.4 20.7 Incr Delay (d2), s/veh 11.5 0.1 12.7 0.7 3.9 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.1 1.2 6.8 4.0 4.1 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 10.5 40.4 6.6 32.3 21.9 LnGrp LOS C B D A C C Approach Vol, veh/h 993 1197 553 Approach Delay, s/veh 25.7 16.8 26.4 Approach LOS C B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 55.1 17.2 15.0 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 59.5 21.5 15.5 39.5 Max Q Clear Time (g_c+I1), s 19.6 11.3 10.0 32.0 Green Ext Time (p_c), s 6.7 1.4 0.5 3.5 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C H-44 256 Madison Farms 277 Traffic Impact Study APPENDIX I Turn Lane Warrant Analysis 257 Appendix IMadison FarmsTurn Lane Warrant Analysis NumberOf Lanes AM PM AM PM5. Fairfax Pike (VA Route 277) & West Site Entrance- UnsignalizedEastbound Right 4 Full Turn Lane Taper Full Turn Lane Taper6. Fairfax Pike (VA Route 277) & Central Site Entrance - SignalizedEastbound Right 4 Full Turn Lane Full Turn Lane Full Turn Lane Full Turn LaneWestbound Left 2 Warranted Warranted Warranted Warranted Approach/ Lane Group2035 Total Future 2042 Total Future258 Madison Farms 277 Traffic Impact Study APPENDIX J Signal Warrant Analysis 259 07/22/24 13:06:46 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 0000000105 Major Volume 952 0000000350 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 72 000000053 Major Volume 952 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 260 07/22/24 13:06:46 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 000000084 Major Volume 952 0000000280 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)0 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 72 000000042 Major Volume 952 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 261 07/22/24 13:06:46 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 72 0000000100 Total Volume 1024 0000000650 Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 72 0000000 Minor Reqrmt 85 450 450 450 450 450 450 450 <-- Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS NOT MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume NOT MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is NOT MET << 262 07/22/24 13:08:30 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 0000000105 Major Volume 1502 0000000350 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 50 000000053 Major Volume 1502 0000000525 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 263 07/22/24 13:08:30 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 000000084 Major Volume 1502 0000000280 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)0 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 50 000000042 Major Volume 1502 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? No No No No No No No No 4 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 264 07/22/24 13:08:30 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 50 0000000100 Total Volume 1552 0000000650 Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 50 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS NOT MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume NOT MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is NOT MET << 265 07/22/24 13:11:14 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 0000000105 Major Volume 988 0000000350 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 72 000000053 Major Volume 988 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 266 07/22/24 13:11:14 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 000000084 Major Volume 988 0000000280 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)0 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 72 000000042 Major Volume 988 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 72 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 267 07/22/24 13:11:14 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 72 0000000100 Total Volume 1060 0000000650 Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 72 0000000 Minor Reqrmt 81 450 450 450 450 450 450 450 <-- Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS NOT MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume NOT MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is NOT MET << 268 07/22/24 13:16:55 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 0000000105 Major Volume 1566 0000000350 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 50 000000053 Major Volume 1566 0000000525 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 269 07/22/24 13:16:55 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 000000084 Major Volume 1566 0000000280 Warrant Met? No No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)0 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 50 000000042 Major Volume 1566 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 50 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? No No No No No No No No 4 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 270 07/22/24 13:16:55 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 50 0000000100 Total Volume 1616 0000000650 Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 50 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS NOT MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume NOT MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is NOT MET << 271 07/22/24 12:50:21 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 0000000105 Major Volume 1305 0000000350 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 509 000000053 Major Volume 1305 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 272 07/22/24 12:50:21 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 000000084 Major Volume 1305 0000000280 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 509 000000042 Major Volume 1305 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 273 07/22/24 12:50:21 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 509 0000000100 Total Volume 1814 0000000650 Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 509 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << 274 07/22/24 12:55:11 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 0000000105 Major Volume 1947 0000000350 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 519 000000053 Major Volume 1947 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 275 07/22/24 12:55:11 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 000000084 Major Volume 1947 0000000280 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 519 000000042 Major Volume 1947 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 276 07/22/24 12:55:11 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 519 0000000100 Total Volume 2466 0000000650 Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 519 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << 277 07/22/24 12:58:30 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 0000000105 Major Volume 1341 0000000350 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 509 000000053 Major Volume 1341 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 278 07/22/24 12:58:30 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 000000084 Major Volume 1341 0000000280 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 509 000000042 Major Volume 1341 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 509 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 279 07/22/24 12:58:30 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 509 0000000100 Total Volume 1850 0000000650 Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 509 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << 280 07/22/24 13:00:38 TEAPAC[Ver 9.50.02] - MUTCD Warrant Analysis Conditions Used for Warrant Analysis 2009 MUTCD Intersection # 6 Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 1 Approach speed on major street is greater than 40 mph Yes Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions Yes Number of accidents correctable by a signal 1 Peak hour stop sign delay for worst minor approach (veh-hours)3 Number of accidents correctable by a multi-way stop 0 Peak hour average delay for all minor approaches (sec/veh)52 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 0000000105 Major Volume 2011 0000000350 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1A IS NOT MET << Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 600 0000000Req. Minor Volume 519 000000053 Major Volume 2011 0000000525 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 1B IS NOT MET << 281 07/22/24 13:00:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 1A Analysis (80%) - 8-Hour Minimum Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 000000084 Major Volume 2011 0000000280 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1B Analysis (80%) - 8-Hour Interruption of Continuous Traf Start Time 600 0000000Req. Minor Volume 519 000000042 Major Volume 2011 0000000420 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant (56% allowed)1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants 1A and 1B are met (56% allowed)No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays Yes >> WARRANT 1C IS NOT MET << Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 600 0000000Req. Minor Volume 519 0000000 Minor Reqrmt 60 325 325 325 325 325 325 325 <-- Warrant Met? Yes No No No No No No No 4 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 2 IS NOT MET << 282 07/22/24 13:00:38 TEAPAC[Ver 9.50.02] - Warrant Analysis for Traffic Signal Warrant 3A Analysis - Peak Hour Delay Start Time 600 0000000Req. Minor Volume 519 0000000100 Total Volume 2530 0000000650 Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes Delay for worst minor approach (must be at least 4 veh-hours)3 >> WARRANT 3A IS NOT MET << Warrant 3B Analysis - Peak Hour Volume Start Time 600 0000000Req. Minor Volume 519 0000000 Minor Reqrmt 75 450 450 450 450 450 450 450 <-- Warrant Met? Yes No No No No No No No 1 Number of 1-hour periods meeting the warrant 1 Signal will not seriously disrupt progressive traffic flow Yes >> WARRANT 3B IS MET << Warrant 7 Analysis - Crash Experience 80% of Warrant 1A or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents Yes Number of correctable accidents (must be 5 or more per year)1 >> WARRANT 7 IS NOT MET << Summary of MUTCD Traffic Signal Warrant Analysis Warrant 1A 8-Hour Minimum Vehicular Volume NOT MET Warrant 1B 8-Hour Interruption of Continuous Traffic NOT MET Warrant 1C 8-Hour Combination of Warrants NOT MET Warrant 2 4-Hour Vehicular Volume NOT MET Warrant 3A Peak Hour Delay NOT MET Warrant 3B Peak Hour Volume MET Warrant 7 Crash Experience NOT MET >> Traffic Signal Warrant is MET << 283 Madison Farms 277 Traffic Impact Study APPENDIX K VJUST Analysis 284 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 236 289 3.00% Westbound 101 30 3.00% Northbound 563 217 5.00% Southbound 380 138 5.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 247 302 747 Westbound 106 31 283 Northbound 605 233 1172 Southbound 409 148 640 March 31, 2025 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet Madison Farms Lord Fairfax Highway U.S. Route 522 Volume (veh/hr) 2.50 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 189 140 311 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 77 83 198 146 334 1 285 #Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N Unable to accommodate magnitude of traffic volumes 3 Center Turn Overpass Link N Financial constraints identified 4 Continuous Green-T Link N 5 Echelon Link N Financial constraints identified 6 Full Displaced Left Turn Link N Financial constraints identified 7 Median U-Turn Link N 8 Partial Displaced Left Turn Link N Financial constraints identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway N-E Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link N Right-of-way restrictions identified 13 Quadrant Roadway S-W Link N Right-of-way restrictions identified 14 Restricted Crossing U-Turn Link N Unable to accommodate magnitude of traffic volumes 15 Single Loop Link N Unable to accommodate magnitude of traffic volumes 16 Split Intersection Link N Right-of-way restrictions identified 17 Thru-Cut Link N Unable to accommodate traffic patterns 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -N Unable to accommodate magnitude of traffic volumes #Interchanges Information Consider?Justification 22 Traditional Diamond Link N Financial constraints identified 23 Contraflow Left Link N Financial constraints identified 24 Displaced Left Turn Link N Financial constraints identified 25 Diverging Diamond Link N Financial constraints identified 26 Double Roundabout Link N Financial constraints identified 27 Michigan Urban Diamond Link N Financial constraints identified 28 Partial Cloverleaf Link N Financial constraints identified 29 Single Point Link N Insufficient intersection spacing 30 Single Roundabout Link N Financial constraints identified Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2 286 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 2 2 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A NB-SB N/A N/A Select the roadway with the U-turns from the drop-down list. N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3 287 U-Turn / Left Through Right 189 236 289 140 101 30 311 563 217 77 380 138 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Madison Farms Lord Fairfax Highway U.S. Route 522 March 31, 2025 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.60 48 Partial Median U-Turn -0.73 +28 Roundabout -0.77 8 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 4 288 Interchange Results CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 5 289 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 237 308 3.00% Westbound 345 79 3.00% Northbound 840 291 5.00% Southbound 680 211 5.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 248 322 805 Westbound 361 83 685 Northbound 903 313 1607 Southbound 731 227 1039 225 231 364 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 75 81 235 241 391 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet Madison Farms Lord Fairfax Highway U.S. Route 522 Volume (veh/hr) 2.50 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles March 31, 2025 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 290 #Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N Unable to accommodate magnitude of traffic volumes 3 Center Turn Overpass Link N Financial constraints identified 4 Continuous Green-T Link N 5 Echelon Link N Financial constraints identified 6 Full Displaced Left Turn Link N Financial constraints identified 7 Median U-Turn Link N Unable to accommodate heavy vehicles 8 Partial Displaced Left Turn Link N Financial constraints identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway N-E Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link N Right-of-way restrictions identified 13 Quadrant Roadway S-W Link N Right-of-way restrictions identified 14 Restricted Crossing U-Turn Link N Unable to accommodate magnitude of traffic volumes 15 Single Loop Link N Unable to accommodate magnitude of traffic volumes 16 Split Intersection Link N Right-of-way restrictions identified 17 Thru-Cut Link N Unable to accommodate traffic patterns 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -N Unable to accommodate magnitude of traffic volumes #Interchanges Information Consider?Justification 22 Traditional Diamond Link N Financial constraints identified 23 Contraflow Left Link N Financial constraints identified 24 Displaced Left Turn Link N Financial constraints identified 25 Diverging Diamond Link N Financial constraints identified 26 Double Roundabout Link N Financial constraints identified 27 Michigan Urban Diamond Link N Financial constraints identified 28 Partial Cloverleaf Link N Financial constraints identified 29 Single Point Link N Financial constraints identified 30 Single Roundabout Link N Financial constraints identified Unsignalized Intersections Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections 2 291 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A Select the roadway with the U-turns from the drop-down list. N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/A N/A NB-SB N/A N/A N/A N/A N/A Question N/A N/A N/A Southbound 2 2 1 1 Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound 3 292 U-Turn / Left Through Right 225 237 308 231 345 79 364 840 291 75 680 211 Madison Farms Lord Fairfax Highway U.S. Route 522 March 31, 2025 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet. VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Volumes (veh/hr) Eastbound Northbound Westbound Southbound CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.87 48 Partial Median U-Turn -1.06 +28 Roundabout -1.27 8 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 4 293 Interchange Results CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 5 294 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 249 289 3.00% Westbound 105 30 3.00% Northbound 597 217 5.00% Southbound 402 138 5.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 260 302 760 Westbound 110 31 287 Northbound 642 233 1209 Southbound 432 148 663 March 31, 2025 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet Madison Farms Lord Fairfax Highway U.S. Route 522 Volume (veh/hr) 2.50 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles 189 140 311 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 77 83 198 146 334 1 295 #Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N Unable to accommodate magnitude of traffic volumes 3 Center Turn Overpass Link N Financial constraints identified 4 Continuous Green-T Link N 5 Echelon Link N Financial constraints identified 6 Full Displaced Left Turn Link N Financial constraints identified 7 Median U-Turn Link N Unable to accommodate heavy vehicles 8 Partial Displaced Left Turn Link N Financial constraints identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway N-E Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link N Right-of-way restrictions identified 13 Quadrant Roadway S-W Link N Right-of-way restrictions identified 14 Restricted Crossing U-Turn Link N Unable to accommodate magnitude of traffic volumes 15 Single Loop Link N Unable to accommodate magnitude of traffic volumes 16 Split Intersection Link N Right-of-way restrictions identified 17 Thru-Cut Link N Unable to accommodate traffic patterns 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -N Unable to accommodate magnitude of traffic volumes #Interchanges Information Consider?Justification 22 Traditional Diamond Link N Financial constraints identified 23 Contraflow Left Link N Financial constraints identified 24 Displaced Left Turn Link N Financial constraints identified 25 Diverging Diamond Link N Financial constraints identified 26 Double Roundabout Link N Financial constraints identified 27 Michigan Urban Diamond Link N Financial constraints identified 28 Partial Cloverleaf Link N Financial constraints identified 29 Single Point Link N Financial constraints identified 30 Single Roundabout Link N Financial constraints identified Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections Unsignalized Intersections 2 296 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound Southbound 2 2 1 1 N/A N/A N/A Question N/A N/A N/A N/A N/A NB-SB N/A N/A Select the roadway with the U-turns from the drop-down list. N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A 3 297 U-Turn / Left Through Right 189 249 289 140 105 30 311 597 217 77 402 138 Volumes (veh/hr) Eastbound Northbound Westbound Southbound VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Madison Farms Lord Fairfax Highway U.S. Route 522 March 31, 2025 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet.CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.61 48 Partial Median U-Turn -0.74 +28 Roundabout -0.80 8 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 4 298 Interchange Results CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 5 299 Project Title: E-W Facility: N-S Facility: Date: Through Right Eastbound 250 308 3.00% Westbound 365 79 3.00% Northbound 888 291 5.00% Southbound 716 211 5.00% Adjustment Factor 0.80 0.95 0.85 Suggested U - 0.8 L - 0.95 0.85 Through Right Approach Eastbound 261 322 818 Westbound 381 83 705 Northbound 955 313 1659 Southbound 770 227 1078 225 231 364 U-Turn / Left Critical Lane Volume Sum Limit Right-turn Adjustment Factor Conversion of right-turning vehicles to equivalent through vehicles Left-turn Adjustment Factor Saturation value for critical lane volume sum at an intersection 75 81 235 241 391 1 truck = X Passenger Car Equivalents Conversion of U-turning vehicles to equivalent through vehicles Truck to PCE Factor 1600 VDOT Junction Screening Tool Input Worksheet Madison Farms Lord Fairfax Highway U.S. Route 522 Volume (veh/hr) 2.50 U-Turn / Left Notes: U-turn Adjustment Factor Conversion of left-turning vehicles to equivalent through vehicles March 31, 2025 Equivalent Passenger Car Volume Volume (pc/hr) Traffic Volume Demand Truck Percent (%) Truck to PCE Factor Critical Lane Volume Suggested = 2.00 Direction 1 300 #Intersections Information Consider?Justification 1 Conventional -Y 2 Bowtie Link N Unable to accommodate magnitude of traffic volumes 3 Center Turn Overpass Link N Financial constraints identified 4 Continuous Green-T Link N 5 Echelon Link N Financial constraints identified 6 Full Displaced Left Turn Link N Financial constraints identified 7 Median U-Turn Link N Unable to accommodate heavy vehicles 8 Partial Displaced Left Turn Link N Financial constraints identified 9 Partial Median U-Turn Link Y 10 Quadrant Roadway N-E Link N Right-of-way restrictions identified 11 Quadrant Roadway N-W Link N Right-of-way restrictions identified 12 Quadrant Roadway S-E Link N Right-of-way restrictions identified 13 Quadrant Roadway S-W Link N Right-of-way restrictions identified 14 Restricted Crossing U-Turn Link N Unable to accommodate magnitude of traffic volumes 15 Single Loop Link N Unable to accommodate magnitude of traffic volumes 16 Split Intersection Link N Right-of-way restrictions identified 17 Thru-Cut Link N Unable to accommodate traffic patterns 18 50 Mini Roundabout Link N 19 75 Mini Roundabout Link N 20 Roundabout Link Y 21 Two-Way Stop Control -N Unable to accommodate magnitude of traffic volumes #Interchanges Information Consider?Justification 22 Traditional Diamond Link N Financial constraints identified 23 Contraflow Left Link N Financial constraints identified 24 Displaced Left Turn Link N Financial constraints identified 25 Diverging Diamond Link N Financial constraints identified 26 Double Roundabout Link N Financial constraints identified 27 Michigan Urban Diamond Link N Financial constraints identified 28 Partial Cloverleaf Link N Financial constraints identified 29 Single Point Link N Financial constraints identified 30 Single Roundabout Link N Financial constraints identified Unsignalized Intersections Indicate with a "Y" or "N" if each intersection or interchange configuration should or should not be considered. Use the information links for guidance. Then, click the "Show/Hide Configurations button" to hide the worksheets for the configurations that will not be considered. Possible Configurations VDOT Junction Screening Tool Signalized Intersections 2 301 Intersections Direction TwoDirList FourDirList EchelonList TwoDirList TwoDirList TwoDirList TwoDirList SingleLoopList TwoDirList TwoDirList TwoDirList Interchanges Direction TwoDirList N/AN/A VDOT Junction Screening Tool Directional Questions and Base Lane Configurations Before entering a base number of through lanes for each direction, answer all applicable directional question for each intersection or interchange configuration selected for consideration. Navigate to the lane configuration worksheet for example diagrams, if provided. N/A N/A Question N/A N/A Select the roadway with the U-turns from the drop-down list. N/A N/A All Bowtie Continuous Green-T Echelon Median U-Turn Partial Displaced Left Turn Thru-Cut Single Loop Split Intersection N/A N/A Partial Median U-Turn Restricted Crossing U-Turn N/A N/A NB-SB N/A N/A N/A N/A N/A Question N/A N/A N/A Southbound 2 2 1 1 Base Number of Through Lanes Enter a base number of through lanes for each direction. The number of through lanes entered will populate on each non-roundabout lane configuration worksheet. This tool also allows the user to enter the number of through lanes on the lane configuration worksheets directly. This base number may be overwritten on individual lane configuration worksheets. Turn lanes, shared lanes, and channelized lanes must still be entered in each lane configuration worksheet. Eastbound Westbound Northbound 3 302 U-Turn / Left Through Right 225 250 308 231 365 79 364 888 291 75 716 211 Madison Farms Lord Fairfax Highway U.S. Route 522 March 31, 2025 General Instructions: All intersection and interchange configurations have a default assumption of one exclusive lane per movement. No results shall be interpreted until the user has verified the lane configurations on each worksheet. VDOT Junction Screening Tool Results Worksheet Intersection Results Project Title: EW Facility: NS Facility: Date: General Information Volumes (veh/hr) Eastbound Northbound Westbound Southbound CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Conventional Weighted Total Conflict Points Conventional -0.89 48 Partial Median U-Turn -1.07 +28 Roundabout -1.37 8 *The continuous green-T is the only three-legged innovative intersection in this tool. To compare the continuous green-T to other innovative intersections, conflicts corresponding with the fourth leg must be removed. This has been done for the conventional intersection. Conflict point diagrams for three-legged and four-legged conventional intersections have been provided on the conventional intersection worksheet for reference. 4 303 Interchange Results CongestionPedestrianSafetyNotes Type Dir Maximum V/C Accommodation Compared to Traditional Diamond Weighted Total Conflict Points Congestion Pedestrian Safety Information The maximum v/c ratio represents the worst v/c of all zones that make up an intersection. Compares the potential of each design to accommodate pedestrians based on safety, wayfinding, and delay. Potential is qualitatively defined as better (+), similar (blank cell), or worse (-) than a conventional intersection or traditional diamond interchange. Weighted Total = (2 x Crossing Conflicts) + Merging Conflicts + Diverging Conflicts 5 304 Madison Farms 277 Traffic Impact Study APPENDIX L Mitigated Future Conditions with Development Levels of Service and Queues 305 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2035 TF AM 2035 Total Future AM Mitigated 3:54 pm 06/26/2024 Madison Farms 2035 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 1 Lane Group EBL EBT WBL WBT WBR NBT SBT Lane Group Flow (vph) 198 490 5 558 32 107 267 v/c Ratio 0.48 0.48 0.01 0.72 0.05 0.42 0.63 Control Delay 12.4 11.6 4.6 21.3 0.1 27.3 20.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.4 11.6 4.6 21.3 0.1 27.3 20.5 Queue Length 50th (ft) 23 83 1 157 0 30 44 Queue Length 95th (ft) 60 270 4 309 1 88 139 Internal Link Dist (ft)643 1175 226 593 Turn Bay Length (ft) 170 100 Base Capacity (vph) 516 1376 591 1247 1086 387 584 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.36 0.01 0.45 0.03 0.28 0.46 Intersection Summary L-1 306 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2035 TF AM 2035 Total Future AM Mitigated 3:54 pm 06/26/2024 Madison Farms 2035 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 442 9 5 513 29 42 34 22 51 19 176 Future Volume (veh/h) 182 442 9 5 513 29 42 34 22 51 19 176 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 198 480 10 5 558 32 46 37 24 55 21 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 0 0 0 0 0 0 Cap, veh/h 402 669 14 473 761 645 192 146 72 123 46 236 Arrive On Green 0.08 0.37 0.37 0.12 0.41 0.41 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1767 1811 38 1767 1856 1572 498 708 349 232 224 1146 Grp Volume(v), veh/h 198 0 490 5 558 32 107 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1849 1767 1856 1572 1555 0 0 1602 0 0 Q Serve(g_s), s 0.0 0.0 13.0 0.0 14.5 0.7 0.0 0.0 0.0 5.7 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 13.0 0.0 14.5 0.7 2.9 0.0 0.0 9.0 0.0 0.0 Prop In Lane 1.00 0.02 1.00 1.00 0.43 0.22 0.21 0.72 Lane Grp Cap(c), veh/h 402 0 683 473 761 645 410 0 0 405 0 0 V/C Ratio(X)0.49 0.00 0.72 0.01 0.73 0.05 0.26 0.00 0.00 0.66 0.00 0.00 Avail Cap(c_a), veh/h 548 0 1480 473 1343 1138 597 0 0 607 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.1 0.0 15.5 15.5 14.2 10.2 19.2 0.0 0.0 21.6 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 3.0 0.0 2.9 0.1 0.3 0.0 0.0 1.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 4.9 0.0 5.3 0.2 1.1 0.0 0.0 3.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 0.0 18.5 15.5 17.2 10.2 19.5 0.0 0.0 23.4 0.0 0.0 LnGrp LOS C A B B B B B A A C A A Approach Vol, veh/h 688 595 107 267 Approach Delay, s/veh 19.5 16.8 19.5 23.4 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 31.3 16.7 11.6 28.9 16.7 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 9.5 41.4 19.1 5.1 45.8 19.1 Max Q Clear Time (g_c+I1), s 2.0 16.5 4.9 2.0 15.0 11.0 Green Ext Time (p_c), s 0.3 7.0 0.4 0.0 6.1 0.9 Intersection Summary HCM 6th Ctrl Delay 19.2 HCM 6th LOS B L-2 307 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2035 TF AM 2035 Total Future AM Mitigated 3:54 pm 06/26/2024 Madison Farms 2035 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 195 243 298 144 104 31 321 580 224 79 392 142 v/c Ratio 0.57 0.68 0.38 0.54 0.37 0.08 0.67 0.61 0.38 0.45 0.57 0.09 Control Delay 48.7 52.6 9.5 54.3 49.6 0.4 53.7 40.4 6.8 58.5 44.4 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 52.6 9.5 54.3 49.6 0.4 53.7 40.4 6.8 58.5 44.4 0.1 Queue Length 50th (ft) 124 159 47 96 67 0 110 194 0 53 130 0 Queue Length 95th (ft) 224 275 120 185 138 0 181 296 64 116 210 0 Internal Link Dist (ft)458 1239 571 373 Turn Bay Length (ft) 325 275 525 150 600 300 150 550 Base Capacity (vph) 473 498 847 320 337 444 640 1066 631 232 871 1538 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.49 0.35 0.45 0.31 0.07 0.50 0.54 0.35 0.34 0.45 0.09 Intersection Summary L-3 308 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2035 TF AM 2035 Total Future AM Mitigated 3:54 pm 06/26/2024 Madison Farms 2035 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 236 289 140 101 30 311 563 217 77 380 138 Future Volume (veh/h) 189 236 289 140 101 30 311 563 217 77 380 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 195 243 298 144 104 31 321 580 224 79 392 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 5 5 5 5 5 5 Cap, veh/h 374 393 522 269 282 239 406 799 356 118 620 Arrive On Green 0.21 0.21 0.21 0.15 0.15 0.15 0.12 0.23 0.23 0.07 0.18 0.00 Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 3374 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 195 243 298 144 104 31 321 580 224 79 392 0 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1856 1572 1687 1735 1547 1739 1735 1547 Q Serve(g_s), s 9.6 11.7 15.4 7.4 5.0 1.7 9.1 15.2 12.8 4.4 10.3 0.0 Cycle Q Clear(g_c), s 9.6 11.7 15.4 7.4 5.0 1.7 9.1 15.2 12.8 4.4 10.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 393 522 269 282 239 406 799 356 118 620 V/C Ratio(X)0.52 0.62 0.57 0.54 0.37 0.13 0.79 0.73 0.63 0.67 0.63 Avail Cap(c_a), veh/h 522 548 654 353 371 314 708 1172 523 258 961 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.4 35.2 27.1 38.6 37.5 36.1 42.1 35.1 34.1 44.8 37.5 0.0 Incr Delay (d2), s/veh 1.6 2.3 1.4 2.4 1.1 0.3 3.5 1.8 2.6 6.3 1.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 5.3 5.7 3.3 2.3 0.7 3.8 6.3 4.8 2.0 4.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 37.5 28.5 40.9 38.7 36.5 45.6 36.9 36.7 51.2 39.0 0.0 LnGrp LOS D D C D D D D D D D D Approach Vol, veh/h 736 279 1125 471 Approach Delay, s/veh 33.5 39.6 39.3 41.0 Approach LOS C D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.2 24.3 23.3 15.1 29.4 30.8 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 20.7 27.3 * 20 * 14 33.3 29.1 Max Q Clear Time (g_c+I1), s 11.1 12.3 9.4 6.4 17.2 17.4 Green Ext Time (p_c), s 0.8 2.7 1.1 0.1 5.5 3.5 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. L-4 309 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2035 TF PM 2035 Total Future PM Mitigated 11:59 pm 06/25/2024 Madison Farms 2035 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 1 Lane Group EBL EBT WBL WBT WBR NBT SBT Lane Group Flow (vph) 153 823 40 829 45 89 267 v/c Ratio 0.53 0.75 0.11 0.86 0.05 0.51 0.74 Control Delay 20.4 17.8 4.8 26.6 0.9 39.9 32.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 17.8 4.8 26.6 0.9 39.9 32.5 Queue Length 50th (ft) 21 316 5 334 0 37 76 Queue Length 95th (ft) 51 486 13 #536 6 87 #188 Internal Link Dist (ft)643 1175 226 593 Turn Bay Length (ft) 170 100 Base Capacity (vph) 310 1212 349 1163 1018 203 406 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.68 0.11 0.71 0.04 0.44 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. L-5 310 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2035 TF PM 2035 Total Future PM Mitigated 11:59 pm 06/25/2024 Madison Farms 2035 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 730 35 37 771 42 36 31 16 39 36 173 Future Volume (veh/h) 142 730 35 37 771 42 36 31 16 39 36 173 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 785 38 40 829 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 0 0 0 0 0 0 Cap, veh/h 296 933 45 298 978 829 151 119 48 87 59 211 Arrive On Green 0.06 0.53 0.53 0.06 0.53 0.53 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1767 1755 85 1767 1856 1572 448 642 257 174 320 1135 Grp Volume(v), veh/h 153 0 823 40 829 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1840 1767 1856 1572 1347 0 0 1629 0 0 Q Serve(g_s), s 0.0 0.0 29.0 0.0 29.3 1.1 0.0 0.0 0.0 7.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 29.0 0.0 29.3 1.1 3.6 0.0 0.0 12.2 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 296 0 978 298 978 829 318 0 0 357 0 0 V/C Ratio(X)0.52 0.00 0.84 0.13 0.85 0.05 0.28 0.00 0.00 0.75 0.00 0.00 Avail Cap(c_a), veh/h 356 0 1206 312 1160 983 327 0 0 367 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.3 0.0 15.2 25.4 15.5 8.8 26.7 0.0 0.0 30.3 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 5.9 0.2 6.5 0.1 0.5 0.0 0.0 8.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 11.1 0.6 11.5 0.3 1.4 0.0 0.0 5.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.7 0.0 21.1 25.6 22.0 8.9 27.2 0.0 0.0 38.3 0.0 0.0 LnGrp LOS C A C C C A C A A D A A Approach Vol, veh/h 976 914 89 267 Approach Delay, s/veh 22.8 21.5 27.2 38.3 Approach LOS C C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 48.2 19.1 9.0 48.5 19.1 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 7.4 47.9 14.7 5.1 50.2 14.7 Max Q Clear Time (g_c+I1), s 2.0 31.3 5.6 2.0 31.0 14.2 Green Ext Time (p_c), s 0.2 9.1 0.2 0.0 9.7 0.1 Intersection Summary HCM 6th Ctrl Delay 24.3 HCM 6th LOS C L-6 311 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2035 TF PM 2035 Total Future PM Mitigated 11:59 pm 06/25/2024 Madison Farms 2035 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 230 242 314 236 352 81 371 857 297 77 694 215 v/c Ratio 0.89 0.89 0.49 0.64 0.90 0.17 0.86 0.77 0.42 0.57 0.82 0.14 Control Delay 86.8 85.3 21.1 54.8 76.5 0.7 74.5 45.1 5.7 74.2 53.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.8 85.3 21.1 54.8 76.5 0.7 74.5 45.1 5.7 74.2 53.8 0.2 Queue Length 50th (ft) 193 203 117 183 291 0 160 353 0 63 288 0 Queue Length 95th (ft) #344 #356 206 274 #466 0 #243 436 66 118 362 0 Internal Link Dist (ft)458 1239 571 373 Turn Bay Length (ft) 325 275 525 150 600 300 150 550 Base Capacity (vph) 267 281 649 387 407 496 444 1122 702 145 913 1538 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.86 0.48 0.61 0.86 0.16 0.84 0.76 0.42 0.53 0.76 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. L-7 312 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2035 TF PM 2035 Total Future PM Mitigated 11:59 pm 06/25/2024 Madison Farms 2035 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 225 237 308 231 345 79 364 840 291 75 680 211 Future Volume (veh/h) 225 237 308 231 345 79 364 840 291 75 680 211 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 230 242 314 236 352 81 371 857 297 77 694 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 3 3 3 5 5 5 5 5 5 Cap, veh/h 276 290 444 374 392 332 425 1029 459 111 816 Arrive On Green 0.16 0.16 0.16 0.21 0.21 0.21 0.13 0.30 0.30 0.06 0.24 0.00 Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 3374 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 230 242 314 236 352 81 371 857 297 77 694 0 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1856 1572 1687 1735 1547 1739 1735 1547 Q Serve(g_s), s 15.5 15.5 19.1 14.9 22.6 5.2 13.2 28.2 20.4 5.3 23.4 0.0 Cycle Q Clear(g_c), s 15.5 15.5 19.1 14.9 22.6 5.2 13.2 28.2 20.4 5.3 23.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 276 290 444 374 392 332 425 1029 459 111 816 V/C Ratio(X)0.83 0.84 0.71 0.63 0.90 0.24 0.87 0.83 0.65 0.69 0.85 Avail Cap(c_a), veh/h 276 290 444 400 420 356 460 1114 497 151 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.1 50.1 39.4 43.9 47.0 40.1 52.5 40.2 37.5 56.1 44.7 0.0 Incr Delay (d2), s/veh 19.9 19.3 5.6 3.5 21.3 0.5 15.8 5.5 3.1 8.1 7.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 8.6 9.0 6.8 12.5 2.1 6.4 12.4 7.9 2.5 10.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.0 69.4 45.0 47.4 68.3 40.7 68.2 45.7 40.6 64.3 52.0 0.0 LnGrp LOS E E D D E D E D D E D Approach Vol, veh/h 786 669 1525 771 Approach Delay, s/veh 59.8 57.6 50.2 53.2 Approach LOS E E D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.7 35.5 34.2 16.2 43.0 29.0 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 16.7 33.3 * 28 * 9.6 39.3 19.1 Max Q Clear Time (g_c+I1), s 15.2 25.4 24.6 7.3 30.2 21.1 Green Ext Time (p_c), s 0.2 3.4 1.3 0.0 5.4 0.0 Intersection Summary HCM 6th Ctrl Delay 54.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. L-8 313 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2042 TF AM 2042 Total Future AM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 1 Lane Group EBL EBT WBL WBT WBR NBT SBT Lane Group Flow (vph) 198 508 5 572 32 107 267 v/c Ratio 0.48 0.49 0.01 0.73 0.04 0.43 0.64 Control Delay 12.6 11.5 4.4 21.2 0.1 28.3 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.6 11.5 4.4 21.2 0.1 28.3 21.4 Queue Length 50th (ft) 23 87 1 164 0 30 45 Queue Length 95th (ft) 57 276 4 311 1 89 142 Internal Link Dist (ft)643 1175 226 593 Turn Bay Length (ft) 170 100 Base Capacity (vph) 509 1394 579 1267 1101 360 555 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.36 0.01 0.45 0.03 0.30 0.48 Intersection Summary L-9 314 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2042 TF AM 2042 Total Future AM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 458 9 5 526 29 42 34 22 51 19 176 Future Volume (veh/h) 182 458 9 5 526 29 42 34 22 51 19 176 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 198 498 10 5 572 32 46 37 24 55 21 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 0 0 0 0 0 0 Cap, veh/h 398 689 14 465 776 657 189 143 71 122 46 234 Arrive On Green 0.08 0.38 0.38 0.12 0.42 0.42 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1767 1813 36 1767 1856 1572 495 704 347 232 224 1146 Grp Volume(v), veh/h 198 0 508 5 572 32 107 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1849 1767 1856 1572 1545 0 0 1602 0 0 Q Serve(g_s), s 0.0 0.0 13.7 0.0 15.1 0.7 0.0 0.0 0.0 5.9 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 13.7 0.0 15.1 0.7 3.0 0.0 0.0 9.2 0.0 0.0 Prop In Lane 1.00 0.02 1.00 1.00 0.43 0.22 0.21 0.72 Lane Grp Cap(c), veh/h 398 0 703 465 776 657 403 0 0 401 0 0 V/C Ratio(X)0.50 0.00 0.72 0.01 0.74 0.05 0.27 0.00 0.00 0.67 0.00 0.00 Avail Cap(c_a), veh/h 541 0 1488 465 1353 1146 561 0 0 570 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.5 0.0 15.4 15.8 14.2 10.1 19.6 0.0 0.0 22.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 3.0 0.0 2.9 0.1 0.3 0.0 0.0 1.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 5.1 0.0 5.5 0.2 1.1 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 0.0 18.4 15.8 17.2 10.1 19.9 0.0 0.0 23.9 0.0 0.0 LnGrp LOS C A B B B B B A A C A A Approach Vol, veh/h 706 609 107 267 Approach Delay, s/veh 19.6 16.8 19.9 23.9 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 32.1 16.7 11.5 29.9 16.7 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 9.5 42.4 18.1 5.1 46.8 18.1 Max Q Clear Time (g_c+I1), s 2.0 17.1 5.0 2.0 15.7 11.2 Green Ext Time (p_c), s 0.3 7.2 0.4 0.0 6.4 0.8 Intersection Summary HCM 6th Ctrl Delay 19.3 HCM 6th LOS B L-10 315 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2042 TF AM 2042 Total Future AM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 195 257 298 144 108 31 321 609 224 79 414 142 v/c Ratio 0.57 0.71 0.39 0.55 0.40 0.08 0.68 0.64 0.38 0.44 0.58 0.09 Control Delay 48.5 54.2 10.3 55.7 50.8 0.4 54.1 40.9 6.8 57.0 43.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 54.2 10.3 55.7 50.8 0.4 54.1 40.9 6.8 57.0 43.9 0.1 Queue Length 50th (ft) 127 173 53 99 72 0 114 210 0 54 141 0 Queue Length 95th (ft) 222 288 128 184 142 0 178 306 63 111 211 0 Internal Link Dist (ft)458 1239 571 373 Turn Bay Length (ft) 325 275 525 150 600 300 150 550 Base Capacity (vph) 438 461 829 286 301 417 606 1038 620 310 1025 1538 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.56 0.36 0.50 0.36 0.07 0.53 0.59 0.36 0.25 0.40 0.09 Intersection Summary L-11 316 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2042 TF AM 2042 Total Future AM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future AM Mitigated Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 189 249 289 140 105 30 311 591 217 77 402 138 Future Volume (veh/h) 189 249 289 140 105 30 311 591 217 77 402 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 195 257 298 144 108 31 321 609 224 79 414 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 3 3 3 5 5 5 5 5 5 Cap, veh/h 369 388 517 267 280 237 404 820 366 119 645 Arrive On Green 0.21 0.21 0.21 0.15 0.15 0.15 0.12 0.24 0.24 0.07 0.19 0.00 Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 3374 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 195 257 298 144 108 31 321 609 224 79 414 0 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1856 1572 1687 1735 1547 1739 1735 1547 Q Serve(g_s), s 9.7 12.6 15.6 7.5 5.2 1.7 9.2 16.1 12.8 4.4 11.0 0.0 Cycle Q Clear(g_c), s 9.7 12.6 15.6 7.5 5.2 1.7 9.2 16.1 12.8 4.4 11.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 369 388 517 267 280 237 404 820 366 119 645 V/C Ratio(X)0.53 0.66 0.58 0.54 0.39 0.13 0.79 0.74 0.61 0.67 0.64 Avail Cap(c_a), veh/h 482 506 618 315 331 280 669 1129 503 343 1129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.9 36.1 27.6 39.0 38.0 36.5 42.5 35.1 33.9 45.1 37.4 0.0 Incr Delay (d2), s/veh 1.7 2.8 1.4 2.4 1.2 0.4 3.6 2.3 2.4 6.3 1.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 5.8 5.8 3.3 2.4 0.7 3.9 6.7 4.8 2.0 4.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.6 38.9 29.0 41.4 39.2 36.9 46.1 37.4 36.2 51.4 38.9 0.0 LnGrp LOS D D C D D D D D D D D Approach Vol, veh/h 750 283 1154 493 Approach Delay, s/veh 34.4 40.1 39.6 40.9 Approach LOS C D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.2 25.1 23.3 15.2 30.2 30.7 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 19.7 32.3 * 18 * 19 32.3 27.1 Max Q Clear Time (g_c+I1), s 11.2 13.0 9.5 6.4 18.1 17.6 Green Ext Time (p_c), s 0.7 3.2 0.9 0.1 5.3 3.2 Intersection Summary HCM 6th Ctrl Delay 38.4 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. L-12 317 Queues 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2042 TF PM 2042 Total Future PM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 1 Lane Group EBL EBT WBL WBT WBR NBT SBT Lane Group Flow (vph) 153 850 40 862 45 89 267 v/c Ratio 0.56 0.76 0.12 0.86 0.05 0.59 0.77 Control Delay 21.4 17.4 4.4 25.5 0.8 48.0 36.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.4 17.4 4.4 25.5 0.8 48.0 36.8 Queue Length 50th (ft) 19 323 5 340 0 39 78 Queue Length 95th (ft) 53 490 12 528 5 #106 #206 Internal Link Dist (ft)643 1175 226 593 Turn Bay Length (ft) 170 100 Base Capacity (vph) 286 1236 343 1210 1056 166 369 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.69 0.12 0.71 0.04 0.54 0.72 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. L-13 318 HCM 6th Signalized Intersection Summary 1: Hudson Hollow Road (VA Route 636)/White Oak Road (VA Route 636) & Fairfax Pike (VA Route 277)06/16/2025 2042 TF PM 2042 Total Future PM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 755 35 37 802 42 36 31 16 39 36 173 Future Volume (veh/h) 142 755 35 37 802 42 36 31 16 39 36 173 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 153 812 38 40 862 45 39 33 17 42 39 186 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 0 0 0 0 0 0 Cap, veh/h 297 961 45 306 1016 861 137 108 42 84 53 191 Arrive On Green 0.06 0.55 0.55 0.06 0.55 0.55 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1767 1758 82 1767 1856 1572 418 638 249 178 316 1134 Grp Volume(v), veh/h 153 0 850 40 862 45 89 0 0 267 0 0 Grp Sat Flow(s),veh/h/ln 1767 0 1841 1767 1856 1572 1305 0 0 1628 0 0 Q Serve(g_s), s 0.0 0.0 30.2 0.0 30.5 1.0 0.0 0.0 0.0 8.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 30.2 0.0 30.5 1.0 3.8 0.0 0.0 12.6 0.0 0.0 Prop In Lane 1.00 0.04 1.00 1.00 0.44 0.19 0.16 0.70 Lane Grp Cap(c), veh/h 297 0 1006 306 1016 861 287 0 0 328 0 0 V/C Ratio(X)0.52 0.00 0.84 0.13 0.85 0.05 0.31 0.00 0.00 0.81 0.00 0.00 Avail Cap(c_a), veh/h 335 0 1229 310 1205 1021 287 0 0 328 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.4 0.0 14.8 25.1 14.8 8.2 28.2 0.0 0.0 32.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 6.0 0.2 6.3 0.1 0.6 0.0 0.0 14.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 11.5 0.6 11.8 0.3 1.4 0.0 0.0 6.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 0.0 20.8 25.3 21.1 8.2 28.8 0.0 0.0 46.4 0.0 0.0 LnGrp LOS C A C C C A C A A D A A Approach Vol, veh/h 1003 947 89 267 Approach Delay, s/veh 22.5 20.7 28.8 46.4 Approach LOS C C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 50.3 18.0 9.4 50.2 18.0 Change Period (Y+Rc), s 4.5 7.8 4.9 4.5 7.8 4.9 Max Green Setting (Gmax), s 6.5 50.4 13.1 5.1 51.8 13.1 Max Q Clear Time (g_c+I1), s 2.0 32.5 5.8 2.0 32.2 14.6 Green Ext Time (p_c), s 0.1 10.0 0.2 0.0 10.2 0.0 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C L-14 319 Queues 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2042 TF PM 2042 Total Future PM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 230 255 314 236 372 81 371 906 297 77 731 215 v/c Ratio 0.86 0.90 0.49 0.62 0.93 0.16 0.90 0.84 0.43 0.57 0.87 0.14 Control Delay 81.0 86.2 20.5 53.4 78.9 0.7 81.4 50.1 5.9 74.8 58.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.0 86.2 20.5 53.4 78.9 0.7 81.4 50.1 5.9 74.8 58.9 0.2 Queue Length 50th (ft) 191 214 113 181 308 0 161 390 0 63 311 0 Queue Length 95th (ft) #332 #370 202 271 #493 0 #255 #513 68 118 #407 0 Internal Link Dist (ft)458 1239 571 373 Turn Bay Length (ft) 325 275 525 150 600 300 150 550 Base Capacity (vph) 276 291 645 395 416 503 411 1084 688 143 873 1538 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.88 0.49 0.60 0.89 0.16 0.90 0.84 0.43 0.54 0.84 0.14 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. L-15 320 HCM 6th Signalized Intersection Summary 2: US Route 522 & Fairfax Pike (VA Route 277)/US Route 340 06/16/2025 2042 TF PM 2042 Total Future PM Mitigated 3:56 pm 06/26/2024 Madison Farms 2042 Total Future PM Mitigated Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 225 250 308 231 365 79 364 888 291 75 716 211 Future Volume (veh/h) 225 250 308 231 365 79 364 888 291 75 716 211 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 230 255 314 236 372 81 371 906 297 77 731 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 3 3 3 5 5 5 5 5 5 Cap, veh/h 280 294 444 386 405 343 418 1030 460 110 823 Arrive On Green 0.16 0.16 0.16 0.22 0.22 0.22 0.12 0.30 0.30 0.06 0.24 0.00 Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 3374 3469 1547 1739 3469 1547 Grp Volume(v), veh/h 230 255 314 236 372 81 371 906 297 77 731 0 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1856 1572 1687 1735 1547 1739 1735 1547 Q Serve(g_s), s 16.0 17.0 20.1 15.3 24.8 5.4 13.7 31.5 21.2 5.5 25.8 0.0 Cycle Q Clear(g_c), s 16.0 17.0 20.1 15.3 24.8 5.4 13.7 31.5 21.2 5.5 25.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 280 294 444 386 405 343 418 1030 460 110 823 V/C Ratio(X)0.82 0.87 0.71 0.61 0.92 0.24 0.89 0.88 0.65 0.70 0.89 Avail Cap(c_a), veh/h 280 294 444 400 420 356 418 1030 460 145 884 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 51.6 52.0 40.8 44.7 48.4 40.8 54.6 42.4 38.8 58.2 46.7 0.0 Incr Delay (d2), s/veh 18.0 23.3 5.6 3.1 25.0 0.5 20.1 9.1 3.6 9.3 10.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 9.7 9.3 6.9 14.1 2.1 6.8 14.3 8.2 2.7 12.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.6 75.3 46.3 47.8 73.4 41.3 74.7 51.5 42.3 67.5 57.6 0.0 LnGrp LOS E E D D E D E D D E E Approach Vol, veh/h 799 689 1574 808 Approach Delay, s/veh 62.3 60.9 55.2 58.5 Approach LOS E E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 36.8 36.0 16.4 44.3 30.0 Change Period (Y+Rc), s 8.3 6.7 * 8.3 * 9.4 6.7 9.9 Max Green Setting (Gmax), s 15.7 32.3 * 29 * 9.6 37.3 20.1 Max Q Clear Time (g_c+I1), s 15.7 27.8 26.8 7.5 33.5 22.1 Green Ext Time (p_c), s 0.0 2.3 0.8 0.0 2.7 0.0 Intersection Summary HCM 6th Ctrl Delay 58.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. L-16 321