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HomeMy WebLinkAbout2017-10-04-PB-packet-releasedAGENDA Lexington Planning Board Wednesday, October 4, 2017 Selectmen's Meeting Room 7:00 PM Staff Reports 1. General Update (as needed) 2. Comprehensive Plan Update Upcoming Meetings & Anticipated Schedule 1. Anticipated Meetings Special Town Meeting (October 16 & 18, 2017) 1. Article Recommendations & Reports Development Administration 1. 10 Rangeway: Street Adequacy Determination 2. 1106 Massachusetts Ave: Sketch Site Sensitive Development Board Administration 1. Board Member Reports Adjourn L &d Meeting broadcast by LexMedia AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: General Update (as needed) PRESENTER: ITEM NUMBER: Aaron Henry SUMMARY: This is a standing agenda item and is updated for each meeting. SUGGESTED MOTION: No action on part of the Board is required for this item. FOLLOW-UP: DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: Comprehensive Plan Update PRESENTER: ITEM NUMBER: Aaron Henry SUMMARY: This is a standing item to allow Staff to update the Board on the status of the Comprehensive Plan and related initiatives. SUGGESTED MOTION: There is no Board action required for this item. FOLLOW-UP: DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: Anticipated Meetings PRESENTER: ITEM NUMBER: Aaron Henry SUMMARY: This recurring agenda item is to inform the Board and public of the proposed meeting schedule. At this time, the Board has discussed a schedule out to this fall's Special Town Meeting (2017 STM -2) set for October 16 and 18, 2017. The proposed meeting dates are: • October 4 • OCTOBER 10 - TMMA INFO SESSION • October 16 & 18 (short, pre -Town Meeting meetings) The anticipated meetings dates after STM are: • November 1 • November 15 • November 29 • December 13 SUGGESTED MOTION: There is no need for the Board to act on this item. FOLLOW-UP: Should Board members have any known conflicts with any of the proposed dates or wish to request an item be placed on a meeting agenda, please follow up with staff. DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: Article Recommendations & Reports PRESENTER: ITEM NUMBER: Aaron Henry SUMMARY: This item is to finalize the Board's recommendation report to Town Meeting on the proposed rezoning of 45, 55, and 65 Hayden Avenue. Staff has also included the MOU, executed by King St. The Selectmen intend to sign Monday, October 2. SUGGESTED MOTION: That the Board approve the Recommendation Report, with any edits that were discussed. FOLLOW-UP: Staff will publish this report to it's website and to the TMMA listsery by the close of business Friday, October, 6. DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 ATTACHMENTS: Description Type D PB Reporl CA)Ver merno D Final MOO CA)Ver merno D CA)Ver utter Ekackup Material D Application Material Ekackup Material D PSDUP honing I ext Ekackup Material D R-Ogukaory PkIns Ekackup Material D Non - Regulatory Plans Backup Material D FIA Ekackup Material D Aggregate Ikvelopment Data Backup Material D TIAS Ekackup Material D Fiscal Impact Ekackup Material Town of Lexington PLANNING BOARD �. Richard L. Canale, Chair 1-4 Z I 1625 Massachusetts Avenue Ginna Johnson, Clerk Lexington, MA 02420 Robert Creech APRIL 19- Tel (781) 698 -4560 Charles Hornig planningg lexin onma.� Nancy Corcoran- Ronchetti www.lexingtonma.gov /planning Michael Leon, Associate PLANNING BOARD REPORT TO TOWN MEETING STM -3 ARTICLE 2, PROPOSAL TO CREATE PLANNED DEVELOPMENT DISTRICT TWO 45, 55, & 65 HAYDEN AVENUE RECOMMENDATION The Planning Board recommends that Article 2 be APPROVED. The Board recommends this project to Town Meeting because of a combination of factors that when taken together indicate a project that will be beneficial to the Town. These reasons are summarized below: • The proposed project is an appropriate use of the site; • The proposed site design and architecture is of high quality; • There is a positive fiscal benefit to the community for the foreseeable future; • There is minimal transportation impact on the area; and • The Town has negotiated an advantageous mitigation package. To arrive at this conclusion the Board utilized the documents and plans listed below. The Board encourages Town Meeting Members and interested residents to review them as well — this report is not a substitute for the submitted materials. This report only discusses the issues identified during the Board's public process as significant. The documents cited below are viewable on the Town's website www.lexinatonma.izov /Dlanniniz- office /Daizes /45- 65- havden- avenue- DroDosed- The Preliminary Site Development and Use Plan (the PSDUP), dated August 23, 2017. The PSDUP is an application for a comprehensive rezoning of a site and is comprised of both regulatory and non - regulatory material. The non - regulatory material is there to substantiate and justify the reasons for the rezoning. The regulatory material includes the proposed zoning text, the zoning map amendment, and architectural renderings that will guide the Board through the site plan review process should Town Meeting create the new zoning district. The revised PSDUP, dated September 29, 2017. The revised PSDUP reflects all the changes made to the proposal since the original application was filed. This version reflects the proposal that Town Meeting will be voting on. The Memorandum of Understanding, dated October 2, 2017 (the MOU). An MOU is a voluntary, binding contract used by the Town to refine the scope, substance, and special -I - Planning Board Report on Article 2, PDD -2 (45, 55, & 65 Hayden Avenue) Page 2 of 6 conditions of proposed developments seeking a rezoning. It is an agreement between the Town, through the Board of Selectmen, and the applicant. The MOU was negotiated on behalf of the Town by senior staff. The MOU generally contains non - zoning items related to the redevelopment of the site, memorializing community benefit items and mitigation payments. SITE AND DEVELOPMENT ANALYSIS As explained by the applicant in their application, the purpose of the proposed rezoning is to permit the development of a new laboratory -office building, totaling approximately 209,000 net square feet, and an associated structured parking building, of approximately X square feet. Relation to Natural Features The Board did not identify any on -site natural features directly impacted by this proposal; in fact, the proposed plan will uncover (called daylighting) an on -site stream and restore its banks and associated wetland resources, increasing the overall amount of green space on the site by 30,000 SF, and permanently preserve another 1.6 acres of land through a Conservation Restriction. A concern voiced by residents focused on the public's right to park on the site and access the Hayden Woods' trail network during business hours. This is discussed separately below. Developn lent Intensity Gross Floor Area Summar Existing Pro osed BUILDINGS 45/55 Hayden Ave 178,430 SF...�. 65 Hayden Ave 198,960 SF...�. 75 Hayden Ave —NEW 219,279 SF GARAGES 45 Hayden Ave 19,368 SF...�. 65 Hayden Ave ., ... 183,632 SF...�. 75 Hayden Ave - NEW 360,883 SF Contingency................................................................................. ............................... .. 49 , 448 SF PROPOSED GFA ZONING CAP 1 210 000 SF Adequacy of Vehicular & Pedestrian Access, & Internal Circulation The applicant's treatment of traffic and parking was one of the primary issues discussed by the Board, the public, and the applicant during the public hearing. It was also an area of emphasis for the Planning Office. Given the size of the proposed project and the relatively quick timeframe the Town had to review the PSDUP application, the Planning Office had a third -party peer review conducted of the Traffic Impact and Access Study. This review, conducted by Howard Stein Hudson at the applicant's expense, revealed several minor issues (subsequently addressed by the applicant and reflected in the amended PSDUP application dated September 28, 2017) and one larger issue described in more depth below. Planning Board Report on Article 2, PDD -2 (45, 55, & 65 Hayden Avenue) Page 3 of 6 Staff's initial review revealed a discrepancy in the modeling of Hayden Avenue's intersections with Waltham Street and the Route 2 WB off -ramp. The applicant's traffic consultant initially modeled both locations as having a police detail during future No -Build and Build peak hour conditions, when in fact there are no plans for this. The consultant revised their model to reflect no traffic controls at either location, which resulted in further delays during both the No -Build and Build conditions. The Board recommends that to the maximum extent possible, the transportation mitigation payment outlined in the MOU be used by the Town to address the redesign of these intersections as outlined in the South Lexington Transportation Study. An element e the Board appreciates, is the proposed Travel Demand Management (TDM) policies outlined in the amended Traffic Impact and Access Study (TIAS). Should Town Meeting approve this article, the Board will refine and finalize the TDM plan during its review of the site plan at the time building permits are sought. This site has a record of strong TDM and the new owner of the site has an excellent record with the Town at its Hartwell Avenue properties. On -site Environmental Effects Should Town Meeting approve this rezoning request, the applicant will be required to file a Notice of Intent (NOI) with the Conservation Commission. As mentioned above, this approval will likely finalize the plans for the daylighting and restoration of the on -site stream and nearby resource areas, as well as the overall stormwater mitigation plan. The applicant has informally met with the Commission (DATE) and identified nothing facially problematic with the scheme shown on the plans. The Commission is expected to hold the rights to the Conservation Restriction on the 1.6 acres of open space mentioned above. Potential Effects on Nearby Property The Board's review identified the proposal's proximity to the Hayden Woods Conservation Area as a concern, specifically how the public's ability to park and access the trails would be affected. Currently, the public may park on site to access the trails, but there is no formal agreement as to the number of spaces that may be used or where on the lot they may be. That is, the public's right to the site is informal. Under the proposal, however, there are to be four dedicated spaces available to the public 24/7 at the trailhead with the spaces near the trailhead (approximately 16 more) available after regular business hours. The Quality of the Proposed Design The Board felt that the quality of the proposal was excellent and would continue to reflect well on the community; however, a final review of building elevations and site features such as landscaping should be left to the site plan review process, should it get that far. The Board principally concerned itself with the overall site design and site planning issues. The applicant included conceptual renderings of the proposed development in the PSDUP application. There was no public comment on this point, nor did the Board recognize it as a point of concern. Planning Board Report on Article 2, PDD -2 (45, 55, & 65 Hayden Avenue) Page 4 of 6 Impact on Public Facilities & Services The Board concerned itself with the essential municipal utilities of water and sewer. Other services, like police, fire, and public works were discussed under the fiscal analysis. Initially, the Board relied upon the Engineering Division's review of the proposal plans given during staff s Development Review Team meeting. As no issues were identified, the Board issued no report. However, as the process developed, concerns were raised by the abutters and the Board to revisit this issue. A request was made that the Engineering Division conduct a consolidated review of the water and sewer demands in the area. Again, Engineering did not identify any problems. Analysis of Town Fiscal Considerations The applicant included a detailed analysis of the fiscal impacts on the Town, prepared by Mark Fougere Associates, a private planning firm. The analysis points to a net benefit of approximately $1.8 million per year of additional tax revenue. Put another way, for every tax dollar brought in by the site, the Town will only spend 16 cents to service it. The project will also generate several hundred thousand dollars in (one -time) permitting fees during construction. Policy Analysis How this proposal fits into other published Town policies on land development, land management, and land use was not debated among the Board members nor was it raised by any members of the public. That said, this type of project seems to be consistent with the Comprehensive Plan's opinion that future commercial development should seek redevelopment opportunities within existing commercial zones rather than the expansion through the increase of the geographical bounds of commercial districts. Purposes of Rezoning The applicant submitted a narrative explaining why they are seeking to increase the intensity of their development (see Appendix X of the PSDUP). This statement is consistent with the purposes of zoning as expressed in the Massachusetts Act of 1975, Chapter 808, §2A. Beyond that, the Board feels that this project maintains an appropriate balance between land use, transportation impacts, and the scenic and aesthetic qualities of the Hayden Avenue corridor. The importance of this point was not commented on generally but was the focus of specific issues noted elsewhere in this report. Comparison of Existing versus Proposed Zoning Generally, the uses proposed do not significantly differ from those in the existing CD District; the rezoning is principally to allow for the two new structures. Further expansion is not possible under the current zoning. The allowable uses are proposed to broaden slightly in response to market demands that campuses like this provide a small amount of amenity space to employees, such as cafes, workout spaces, locker rooms, etc. The proposed zoning text that would control both the dimensional standards and uses allowed in the district can be found in the PSDUP application at CITE. Other Planning Considerations There were few if any other issues raised during the Board's review of this proposal, including the informal meetings with the Board over the summer, unrelated to those discussed above. Planning Board Report on Article 2, PDD -2 (45, 55, & 65 Hayden Avenue) Page 5 of 6 There are several non - zoning related items being addressed in the MOU, which is an agreement between the applicant and the Board of Selectmen. The MOU, which was endorsed by the applicant and the Board of Selectmen on October 2, a copy of which is included in the PSDUP application (CITE), secures funds for any potential off -site transportation impacts, annual payments to the Hayden Woods Fund, and a one -time lump sum payment to the Cary Memorial Library Foundation. Again, the Board recommends that the transportation mitigation payment be dedicated to further develop the recommendations identified in the South Lexington Transportation Study. SUMMARY OF PUBLIC HEARING The public hearing on this application opened on September 13, 2017, and continued to September 27, 2017. The minutes of these meetings are on file with the Planning Office and summarized below. September 13, 2017 September 27, 2017 Planning Board Report on Article 2, PDD -2 (45, 55, & 65 Hayden Avenue) Page 6 of 6 RECORD OF VOTE On October 4, 2017, the Planning Board, by a vote of X to Y, recommend approval of Article 2 to Town Meeting. Members in Favor of the Recommendation: Memorandum of Understanding ( "MOU ") between CRP /King Hayden Owner, L.L.C. ( "Hayden Owner ") and the Town of Lexington, Massachusetts ( "Town ") for 45, 55 and 65 Hayden Avenue, Lexington (the "Property) October , 2017 I. Background Hayden Owner owns the Property. After acquiring the Property from Merck in 2016, Hayden Owner began to update and reposition the Property as a premier multi- tenant life science center in furtherance of the Town's economic development goal of improving the life science cluster in Lexington. As a first step in this process, Hayden Owner began to implement certain parking and other related improvements throughout the Property (the "Parking Modification "). At that time, the Property was governed by a 2009 Amended Preliminary Site Development and Use Plan approved by Town Meeting and a 2010 Definitive Site Development and Use Plan and Special Permit, as modified in 2012 and 2017, approved by the Zoning Board of Appeals ( "ZBA "). Hayden Owner and the Town entered into a Memorandum of Understanding dated February 27, 2017 regarding the Parking Modification (the "Parking MOU "), which was incorporated within the ZBA's 2017 Special Permit modification. A copy of the Parking MOU is attached hereto as Exhibit A. In the Parking MOU, Hayden Owner agreed, among other things, that, in connection with any material new development on the Property and to the extent practicable, it would minimize potential development impacts and preserve open space and buffer zone by (i) reducing the total surface parking on the Property by 144 spaces through the development of an expanded or new garage to accommodate additional parking needs; and (ii) evaluating the potential to expand the area subject to the existing conservation restriction adjacent to Hayden Woods to unimproved portions of the Property. The foregoing commitments seek to mitigate those potential impacts by now putting (i) and (ii) into effect. In furtherance of the economic development goals of the Town, as well as its commitment to the Town made in the Parking MOU, Hayden Owner has evaluated its expansion potential and now wishes to further redevelop the Property with improvements including: (i) a new, approximately 220,000 square foot, state -of -the -art lab and office building to attract additional innovative life sciences companies to Lexington; (the "New Building ") (ii) a structured parking garage with sufficient capacity both to serve the New Building and to consolidate the majority of the existing surface parking spaces on the Property (the "Garage "); (iii) conversion of the consolidated surface parking spaces into landscape and outdoor areas, including new pedestrian paths, picnic areas, gardens and a footbridge; (iv) restoration of stream channels and improvements to wetland buffer areas; and (v) associated grading, drainage and other site improvements (the "Site Improvements ") For purposes of this MOU, the New Building, Garage and Site Improvements, collectively, shall be referred to as the "Improvements ". The Town, acting through the Lexington Town Meeting, is expected to consider and may approve a Preliminary Site Development and Use Plan in October 2017 for the PD -2 District in connection with the Improvements (the "2017 PSDUP "). In the event that the Lexington Town Meeting approves the 2017 PSDUP, this corresponding MOU between Hayden Owner and the Town, acting by and through its Board of Selectmen, sets forth additional mitigation measures to be completed by Hayden Owner as part of the Improvements. This MOU supplements the obligations and commitments of Hayden Owner in the 2017 PSDUP. As of the Effective Date defined below, this MOU shall be the only MOU in effect in connection with the Property and shall supersede any and all prior such MOUs governing the Property, including the Parking MOU. Except as specifically set forth herein, this MOU shall not negate the obligations and commitments of Hayden Owner in any other permit, certificate or approval issued by the Town. II. Traffic F inaticial Contribution toward the Traffic Miti )ation. Stabilization 1 and and / °lm tation Demand inds In the Parking MOU, Hayden Owner committed to paying the Town $1,970.79 for each new surface parking space it developed on the Property as part of the Parking Modification. Similarly, under this MOU, Hayden Owner will make a contribution of $1,970.79 to the Town per each net new parking space on the Property resulting from the Site Improvements, which contribution shall be made to either the Traffic Mitigation Stabilization Fund or the Transportation Demand Management /Public Transportation Stabilization Fund at the Town's discretion (the "Traffic Mitigation Payment "). Based on the addition of 558 net new parking spaces in connection with the Improvements, Hayden Owner shall make a payment of $1,099,700.82 (to be adjusted upwards or downwards based upon the final approved and constructed number of new spaces on the Property pursuant to the 2017 PSDUP) to the Town in full satisfaction of the Traffic Mitigation Payment. Half of the payment shall be due prior to the issuance of the final Certificate of Occupancy for the Garage, and the other half shall be due at the issuance of the final Certificate of Occupancy for the New Building. Hayden Owner shall notify the Planning Board at the time such payments are made. ConsLiniea. Price Index Adi�istanent Hayden Owner anticipates commencing construction of the Improvements in the Spring of 2018. However, in the event commencement of construction of the Improvements is delayed, Hayden Owner agrees that, any payments required under this MOU made after January 1, 2019 shall be increased by the Consumer Price Index for all Urban Consumers, Boston- Brockton- Nashua, published by the Bureau of Labor Statistics, U.S. Department of Labor (CPI -U) for the previous calendar year(s); provided, however, that these figures shall never be reduced below the base established in this MOU. The first such adjustment, if applicable, shall be completed on the initial CPI -U Adjustment Date based on changes in CPI -U for the preceding calendar year. If the Bureau of Labor Statistics should cease to publish the CPI -U in its present form and calculated on the present basis, a comparable index or an index reflecting changes in prices determined in a similar manner shall reasonably be designated by the Town in substitution therefor. The CPI -U for any year relevant to the application of this definition shall be that published by the Bureau of Labor Statistics for such previous calendar year. " ELM 01211 ot% 2M Hayden Owner agrees to implement the Travel Demand Management Policies ( "TDM Policies ") identified in the Traffic Impact and Access Study ( "TIAS ") prepared by MDM Transportation Consultants, Inc. in connection with the Improvements. The policies cited in the 2 TIAS document are subject to final refinement during the Site Plan Review process before the Planning Board, but Hayden Owner shall, regardless of the results of that process, continue its ongoing membership in the 128 Business Council. III. Conservation F.xoanded Conservation Restriction Hayden Owner shall expand the area subject to the existing conservation restriction to include the unimproved portions on the west side of the Property as shown on the sketch plan attached as (Exhibit 13. The conservation restriction may afford public access within portions of this area subject to approval of the Conservation Commission. The draft conservation restriction and plan of the conservation restriction shall be submitted by Hayden Owner with its Notice of Intent submittal to the Conservation Commission for the Site Improvements and shall be executed by Hayden Owner, the Town and the Commonwealth and recorded at the Middlesex Registry of Deeds within one year. If the Commonwealth fails to approve the conservation restriction within one year of submittal of the Notice of Intent, Hayden Owner shall instead execute and record a declaration of restrictive covenant in a form reasonably acceptable to the Town for the land shown on Exhibit B. 1 na l Access and Narkit - a den Woods Conservation Area Hayden Owner shall continue to provide trail access and parking, including a minimum of four (4) standard spaces located near the trail head to the public for the Hayden Woods Conservation Area. Those spaces shall be dedicated for exclusive use by the public visiting the trails from dawn to dusk, and will be maintained by Hayden Owner. Nonexclusive parking for the public accessing the trails will also be accommodated within other designated areas during non - business hours on the site. Hayden Owner shall delineate such public parking spaces and provide clear signage identifying the public parking and trail access area. Page C3 of the 2017 PSDUP plans shows the planned location for such trail access and public parking area. As also shown on page C3, Hayden Owner shall install and maintain a bulletin board, waste and recycling containers and a pet waste dispenser for trailhead use. Subject to obtaining all necessary approvals and proceeding with the construction of the Improvements, Hayden Owner agrees, prior to the issuance of a Certificate of Occupancy for the New Building or within six (6) months of commencement of construction activities on the Property (whichever is earlier), to tender to the Town for acceptance, limited easements to the public for (i) nonexclusive vehicular access over one or more of the driveways on the Property to the trailhead and (ii) exclusive use of the four (4) parking spaces proximate to the trailhead. These easements shall be limited to daytime use and subject to Hayden Owner's rules and regulations. The easements shall provide that Hayden Owner may, in its sole discretion, relocate the access easement and public parking spaces provided the parking spaces remain in a location proximate to the trailhead. ��.`o ll)IL61 11 °ina.11681 ObLjg�, ions Hayden Owner and any successor owner shall make an ongoing annual $10,000 contribution to the Lexington Nature Trust Fund for maintenance and management of conservation land and connecting trail networks. This contribution shall be payable by July 15" of each year and shall replace and supersede all other financial obligations for conservation measures. IV. Community Space Hayden Owner agrees that the Town Recreation Department and other Town and public groups (which groups shall include, without limitation, the South Lexington Civic Association), may hold classes, meetings and programs on the Property for Hayden Owner's tenants and the public subject to such reasonable terms, conditions, schedules, rules and regulations as the Town or such public groups and Hayden Owner may agree ( "Public Use of the Community Space "), Public Use of the Community Space shall (i) be scheduled outside of normal business hours; and (ii) not disturb business operations or any Tenants on the Property. V. Wellness Programming Hayden Owner will make a $60,000 contribution to the Cary Memorial Library Foundation. The primary purpose of these funds will be to support programs related to the "Science Cafe" and planned Health and Wellness programming. This payment shall be made prior to issuance of a Certificate of Occupancy for the Improvements. VI. Noise Testing and Abatement Hayden Owner agrees to comply with the Town's Noise Control Bylaw, Chapter 80 of the Town's General Bylaws. In its Site Plan Review application for the Improvements, Hayden Owner and its noise consultant will submit a testing protocol to be used to establish ambient noise levels. These ambient noise levels will be used to determine compliance with the Noise Control Bylaw. This protocol would also be used in the event of future noise complaints to establish compliance with the Noise Control Bylaw. The Town may hire, at Hayden Owner's expense, a noise consultant to review the testing protocol. Should a change in equipment and /or complaint be received, Hayden Owner shall demonstrate compliance to the Noise Bylaw. The Town may hire, at Hayden Owner's expense, a noise consultant to review said compliance. VII. Miscellaneous 13.fildilla Effect This MOU shall run with the Property as an encumbrance and shall bind and inure to the benefit of Hayden Owner and its successors and assigns as owners of the Property for as long as use of the Property is subject to the 2017 PSDUP. This MOU shall also bind and inure to the benefit of successors and assigns of the Town for as long as use of the Property is subject to the 2017 PSDUP. This MOU may be enforced by any remedy provided at law or in equity. This MOU and the Lexington Zoning Bylaw (the "Zoning Bylaw "), as modified by the 2017 PSDUP, shall be construed in such a way as to reasonably harmonize any conflicting provisions, but in the event of any irreconcilable conflict between this MOU and the Zoning Bylaw as so modified, the Zoning Bylaw as so modified shall control, subject to the provisions of any applicable State or Federal law. Hayden Owner shall, prior to the commencement of construction of the Site Improvements, promptly record a Notice of this MOU with the Middlesex South Registry of Deeds and furnish proof of the recorded notice to Building Commissioner's Office, Town of Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420 and to Conservation Administrator, Town of Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420. Existence wid Authority CRP /King Hayden Owner, L.L.C. represents that it is a Delaware limited liability company duly formed, validly existing, in good standing under the laws of State of Delaware and duly registered to do business in the Commonwealth of Massachusetts. This MOU constitutes a valid and legally binding obligation of Hayden Owner, enforceable against Hayden Owner in accordance with its terms, and neither the execution, delivery or performance of this MOU nor compliance herewith conflicts with or will conflict with or results or will result in a breach of or constitutes or will constitute a default under (i) the organization documents of Hayden Owner, (ii) any law or any order, writ, injunction or decree of any court or governmental authority, or (iii) any agreement or instrument to which Hayden Owner is a party by which it is bound. Coy`. oration Hayden Owner hereby agrees to cooperate with the Town on an ongoing basis to implement both the specific provisions and the intent and purposes of this MOU. Time is of the Essence Time shall be the essence for this MOU. Perniittin The execution and delivery of this MOU does not constitute an agreement by the Town that any necessary permit, certificate or approval for Hayden Owner's project or the Improvements will in fact be granted, including, without limitation, approval of the 2017 PSDUP by the Lexington Town Meeting. The execution of this MOU shall supplement the terms and conditions of the 2017 PSDUP, if approved, and this MOU may be made a condition of any site approval issued in connection with the Improvements subsequent to such approval. Effective Date This MOU shall become binding when all permits necessary for the Site Improvements, including the 2017 PSDUP and any Order of Conditions for the Improvements, are effective and Hayden Owner has notified the Town in writing of its intention to proceed with construction of the Site Improvements (the "Effective Date "). In the event that (i) the changes to the Zoning Bylaw effectuating the 2017 PSDUP are disapproved by the Massachusetts Attorney General or a court of competent jurisdiction, (ii) Hayden Owner fails to obtain or maintain any permit, certificate, or approval necessary for the Site Improvements or (iii) Hayden Owner chooses not to proceed with the construction of the Site Improvements and notifies the Town accordingly, this MOU shall be null and void, and the Parking MOU shall remain in effect and shall continue to govern the Property. Amendment of MOU This MOU may not be amended, modified or terminated except by a written instrument executed by Hayden Owner or a successor owner and by a majority of the Board of Selectmen. 5 r;A forcemerit® No Waiver The failure of the Town or Hayden Owner to enforce this MOU shall not be deemed a waiver of the Town or Hayden Owner's right to do so thereafter. Severabiiity The invalidity of any provisions of this MOU as determined by a court of competent jurisdiction shall in no way affect the validity of any other provision hereof. If any provision of this MOU or its applicability to any person or circumstances shall be held invalid, the remainder thereof, or the application to other persons shall not be affected. Applic,able Law This MOU shall be governed by and according to the laws of the Commonwealth of Massachusetts, as amended from time to time. Any action brought by the Town hereunder may be brought in the Superior Court in and for the County of Middlesex, and Hayden Owner hereby agrees to the jurisdiction of such court. on Executed under seal as of the date first set forth above. TOWN OF LEXINGTON BOARD OF SELECTMEN Suzanne E. Barry, Chairman Michelle L. Ciccolo, Vice - Chairman Peter C. J. Kelley Douglas Lucente Joseph N. Pato CRP /KING HAYDEN OWNER, L.L.C. a Delaat d liability company Authorized Real Property Signatory Signature Page to MOU between Hayden Owner and Town of Lexington EXHIBIT A Memorandum of Understanding ("MOU ") between CRP/King Hayden Owner. L.L.C. ( "Hayden Owner') and the Town of Lexington, Massachusetts ("Town ") for 45, 55 and 65 Hayden Avenue, Lexington February 27. 2017 Hayden Owner has purchased the property located at 45, 55 and 65 Hayden Avenue in Lexington (the "Property ") from Merck, which had previously used it as a single owner - occupied lab and office property. Hayden Owner desires to begin repositioning the Property as a premier multi - tenant life science center to entice innovative companies to Lexington, in furtherance of the Town's economic development goal of improving the life- science cluster in Lexington. As a first step in furtherance of this goal, Hayden Owner has proposed to add approximately 144 surface parking spaces interspersed among the existing surface parking on the Property: widen an existing loading dock driveway and improve pedestrian access; regrade and `daylight' the southwest corner of the 65 Hayden Avenue building to provide better natural light within the building; and improve the Property's drainage and stormwater management conditions (the "Site Improvements "). The Property is governed by a 2009 Amended Preliminary Site Development and Use Plan ( "APSDUP ") approved by Town Meeting and a 2010 Definitive Site Development and Use Plan ( "DSDUP ") and Special Permit, as modified in 2012, approved by the Zoning Board of Appeals ( "ZBA''). On January 26, 2017, the ZBA voted to approve a modification to the Special Permit to allow for Hayden Owner's proposed Site Improvements, subject to Hayden Owner entering into an MOU with the Town to address certain mitigation for the Site Improvements (the "Special Permit Modification "). This MOU between Hayden Owner and the Town of Lexington, acting by and through the Board of Selectmen, sets forth additional mitigation measures to be completed by Hayden Owner as part of the Site Improvements. As of Effective Date defined below, this MOU shall be the only MOU governing the Property and shall supersede a prior Memorandum of Understanding between Cubist Pharmaceuticals, Inc. ( "Cubist ") and the Town dated October 30. 2009 ( "Cubist MOU "). Except as specifically set forth herein. this MOU shall not negate the obligations and commitments of Hayden Owner in the previously approved APSDUP, DSDUP and Special Perm it. I. Traffic Ei-nongial C—gntrihuti, toward tNe Tra rc M't gat" Stabilizat" Ft rid n I r Try rtat'on mli d NlanagpmgnL ublic Transportation 5tabilizat,ion Funds In the Cubist MOU, Cubist committed to paying the Town $1,900 for each new garage parking space it developed on the Property in its APSDUPJDSDUP and Special Permit rezoning process. In a similar spirit, Hayden Owner will make a contribution of $1,970.79 to the Town per each net new surface parking space, made to either the Traffic Mitigation Stabilization Fund or the Transportation Demand Management/Public Transportation Stabilization Fund at the Town's discretion (the "Traffic Mitigation Payment "). Based on the addition of 144 new surface parking spaces, Hayden Owner shall make a payment of $283,793.76 to the Town in full satisfaction of the Traffic Mitigation Payment. The payment shall be payable prior to the required preconstruction meeting with Conservation staff pursuant to the 2017 Conservation Commission Order of Conditions. Hayden Owner shall notify the 7BA at the time such payment is made. For clarity, Appendix D to a 1997 Preliminary Site Development and Use Plan, also attached as Appendix F -1 to the APSDUP, which previously required the Property owner to share responsibility for positive traffic control including by use of a traffic control officer, was superseded by the APSDUP and traffic mitigation payment made in accordance with the Cubist MOU which funds were used for traffic improvements within the Hayden Avenue corridor. Hayden Owner's financial contribution under this MOU may be used by the Town, in its discretion, for further traffic. transportation. and other mobility studies and /or improvements, va umer Price Index Adjustment Hayden Owner anticipates commencing construction of the Site Improvements in the spring of 2017. However, in the event commencement of construction of the Site Improvements is delayed. Hayden Owner agrees that, beginning one year from the effective date ofthe amended Special Permit, the $1,970.79 per parking space figure shall be adjusted annually, if applicable, until required to be paid, based upon changes in the Consumer Price Index for all Urban Consumers, Boston - Brockton - Nashua, published by the Bureau of Labor Statistics. U.S. Department of Labor (CPI -U) for the previous calendar year; provided, however, that these figures shall never be reduced below the base established herein. The first such adjustment, if applicable, shall be completed on the initial CPI -U Adjustment Date based on changes in CPI -U for the preceding calendar year. If the Bureau of Labor Statistics should cease to publish the CPI - U in its present form and calculated on the present basis, a comparable index or an index reflecting changes in prices determined in a similar manner shall reasonably be designated by the Town in substitution therefor. The CAI -U for any year relevant to the application of this definition shall be that published by the Bureau of Labor Statistics for such previous calendar year. TDM Oblcations In accordance with the terms of the 2009 Traffic Mitigation & Transportation Demand Management Plan attached as Appendix F to the APSDUP, and the original Transportation Demand Management Plan for 55 Hayden attached as Appendix F -2 to the APSDUP and Appendix E to the 1997 PSDUP, Hayden Owner shall appoint a site transportation coordinator who is responsible for implementing a variety of employee based transportation demand management opportunities. Hayden Owner agrees that the coordinator shall annually, on the first of July, submit to the Town Assistant Planning Director and Transportation Safety Group for their review and comment a report as to the strategies employed and their effectiveness to ensure transportation demand management plan compliance. This Parking and Transportation Demand Management report shall at a minimum, set forth various modes of transportation used by employees. The Town encourages Hayden Owner to pursue transportation demand management strategies, including car share service, bike share, and shuttles to reduce vehicle trips toward 85% Single Occupancy Vehicles. II. Additional Development on the Property Hayden Owner supports Lexington's economic and development goals to augment the life science cluster in the area, and in connection with any material new development on the Property, Hayden Owner agrees to undertake best efforts to minimize, to the extent practicable, potential development impacts and preserve open space and buffer zone by (i) reducing the total surface parking on the Property by 144 spaces through the development of an expanded or new garage to accommodate additional parking needs and (ii) evaluating the potential to expand the area subject to the existing conservation restriction adjacent to Hayden Woods to unimproved portions of the North side of the Property. Pedestrian ac ti As shown on plans approved by the ZBA in connection with the Special Permit Modification. Hayden Owner will extend the walkway along the site access drive to the existing sidewalk along Hayden Avenue. An as -built drawing for the Site Improvements including the completed walkway extension shall be submitted to the Town prior to issuance of a final certificate of occupancy. III. Conservation Trail Access and Parking for Yden Woods Conservation Area Trail access and parking to the public for the Hayden Woods Conservation Area, as required by Condition # 7 of the Special Permit. shall continue to be provided to the public. Trail access by the public will be allowed weekdays, evenings. and weekends. Parking for the public accessing the trails will be accommodated in the evening and on weekends on the site. Hayden Owner shall delineate such public parking spaces and provide clear signage identifying the public parking and trail access area. gontinuing Financial Obligations Hayden Owner and any successor owner shall make an ongoing annual $10,000 contribution to the Lexington Nature Trust Fund for maintenance and management of conservation land and connecting trail networks. This contribution shall be payable by July 15`h of each year and shall replace and supersede all other financial obligations for conservation measures, including but not limited to the previous $5,000 contribution in materials, services or cash for the maintenance of the Hayden Woods Conservation Area. IV. Miscellaneous This MOU shall run with the Property as an encumbrance and shall bind and inure to the benefit of Hayden Owner and its successors and assigns as owners of the Property for as long as use of the Property is dependent upon the Special Permit, This MOU shall also bind and inure to the benefit of successors and assigns of the Town for as long as use of the Property is dependent upon the Special Permit. This MOU may be enforced by any remedy provided at law or in equity. This MOU and the Lexington Zoning, Bylaw ("Bylaw"), as modified by tile APSDUP, DSDUP and Special Permit, shall be construed in such a way as to reasonably harmonize any conflicting provisions, but in the event of any irreconcilable conflict between this MOU and the Bylaw as so modified, the Bylaw as so modified shall control, subject to the provisions of General Laws, Chapter 40A. as amended. Hayden Owner shall promptly record a Notice of this MOU with the Middlesex South Registry of Deeds and furnish proof of the recorded notice to Building Commissioner's Office. Town of Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420 and to Conservation Administrator. Town of Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420. do Owner* s Y--< istence and Authority CRP/King Hayden Owner, L.L.C. is a Delaware limited liability company duly formed, validly existing, in good standing tinder the laws of State of Delaware and duly registered to do business in the Commonwealth of Massachusetts. This MOU constitutes a valid and legally binding obligation of Hayden Owncr, enforceable against Hayden Owner in accordance with its terms, and neither the execution, delivery or performance of this MOU nor compliance herewith conflicts with or will conflict with or results or %vill result in a breach of or constitutes or will constitute a default Under (1) the organization documents of Hayden Owner, (ii) any law or any order, writ, injunction or decree of any court or governmental authority, or (iii) any agreement or instrument to which Hayden Owner is a party by which it is bound. Coca do Hayden Owner hereby agrees to cooperate with the Town on an ongoing basis to implement both the specific provisions and the intent and put-poses of this MOU. Time '-s--of the Essence Time shall be the essence for this MOU. The execution and delivery of this MOU does not constitute an agreement by the Town that ally necessary permit or approval for Hayden Owner's project will in fact be granted. Tile execution of this MOU shall be incorporated into and made a condition of the Special Permit Modification granted by the ZBA. Effective Date This MOU becomes binding when all permits necessary for the Site Improvements, including the modification of the Special Permit and the Order of Conditions, are effective and Hayden Owner has notified the Town in writing of its intention to proceed with construction of the Site Improvements (the "Effective Date"). In the event that the Hayden Owner fails to obtain all permits necessary for the Site Improvements, or chooses not to proceed with the construction of 4 the Site Improvements, this MOU shall be null and void. and the Cubist MOU shall remain in effect and shall continue to govern the Property. A_rncndmgnt of MQU This MOU may not be amended, modified or terminated except by a written instrument executed by Hayden Owner or a successor owner and by a majority of the Board of Selectmen. E&brccm,cnt:,hjo Waive e The failure of the Town or Hayden Owner to enforce this MOU shall not be deemed a waiver of the Town or Hayden Owner's right to do so thereafter. Ity The invalidity of any provisions of this MOU as determined by a court of competent jurisdiction shall in no way affect the validity of any other provision hereof If any provision of this MOU or its applicability to any person or circumstances shall be held invalid, the remainder thereof, or the application to other persons shall not be affected.. USA lev This MOU shall be governed by and according„ to the laws of the Commonwealth of Massachusetts, as amended from time to time. Any action brought by the Town hereunder [pay be brought in the Superior Court in and for the County of Middlesex, and Hayden Owner hereby agrees to the jurisdiction of such court. [Signatures on Next Page] Executed under seal as of the date first set forth above. Signature Page to MOU between Haden Owner and Town of Lexington EXHBIT B "' �� l 1 BORDERING VEGETATED I 'VAfd IP443LF� - / WIDT 4t LWF. Ft i� EASEMENT i i i i i l� kn� 65 HAYDEN AVENUE ASSESSORS MAP 17 LOT 20B d ,i } 1 01I111filFih ".., ,,. pD V i .. 120 0 60 120 HAYDEN AVENUE ®M" " 1 inch = 120 ft. 95 HAYDEN AVENUE 1 1 ' '.. C COh N/F 95 HAYDEN LLC \ \ R RESTI ASSESSORS MAP 17 / /� �� J I EXPANDED LXIN RVf TION AREA . t I ^L 5601 sI(1 $31 A0 � � VEGETATED I � �- i i i i i l� kn� 65 HAYDEN AVENUE ASSESSORS MAP 17 LOT 20B d ,i } 1 01I111filFih ".., ,,. pD V i .. 120 0 60 120 HAYDEN AVENUE ®M" " 1 inch = 120 ft. Peter L. Tamm ptamm @goulstonstorrs.com (617) 574 -7891 (tel) BYHAND DELIVERY September 29, 2017 Planning Board Town of Lexington 1625 Massachusetts Avenue Lexington, MA 02420 Re: PLANNED DEVELOPMENT DISTRICT PD -2 Dear Board Members: On behalf of CRP /King Hayden Owner, L.L.C. (the "Applicant "), an affiliate of King Street Properties, following the close of the Planning Board public hearing on this matter, we are submitting the enclosed amended application in support of an amendment of the Zoning Map and Bylaw of the Town of Lexington (the "Town ") to establish a new Preliminary Site Development and Use Plan (the "PSDUP ") for proposed Planned Development District PD -2. As discussed in the course of the public hearing, the new proposed PD -2 District encompasses an approximately 37 acre area of land located at 45, 55 and 65 Hayden Avenue (the "Site "), which is owned by the Applicant and currently operated as a multi- tenant life science center containing two 3 -story office/laboratory buildings together with surface and structured parking. Approval by Town Meeting of the proposed new PD -2 District will allow for the development of an additional new 4 -story life- science building on the Site along with a parking garage and related site improvements (the "Project "). By way of background, the existing life science buildings on the Site were developed pursuant to the following past approvals: (1) Preliminary Site Development and Use Plan for which a Definitive Site Development and Use Plan and Special Permit with Site Plan Review were approved by the Town Zoning Board of Appeals ( "ZBA ") on January 5, 1998, and recorded with the Middlesex South Registry of Deeds (the "Registry ") at Book 28123, Page 254; (ii) Amended Preliminary Site Development and Use Plan in the Fall of 2009 to allow for the addition of the building and parking garage located at 65 Hayden Avenue, for which a Definitive Site Development and Use Plan and Special Permit were approved by the ZBA on June 3, 2010, recorded with the Registry at Book 54965, Page 45; and (iii) Certain modifications to the Special Permit for minor site changes, as recorded with the Registry at Book 27724 Page 170, and for parking and related improvements, as recorded with the Registry at Book 68484, Page 87. September 29, 2017 Page 2 In accordance with Section 7.3.2.4 of the Zoning Bylaw of the Town (the "Bylaw ") and Sections 8.5 and 8.6 of the Planning Board Zoning Regulations (the "Regulations "), this application includes the following materials which have been updated to reflect the comments provided in the course of the public hearing, to facilitate the Planning Board's recommendations and report on this rezoning proposal: 1. Copy of Form B, General Application for Approval of a Plan for Development (originally submitted on August 23, 2017); 2. Copy of the check payable in the amount of $2,000 made to the Town of Lexington for the requisite filing fee (originally submitted on August 23, 2017); 3. Copy of Petition for Change of Zoning District and Approval of Preliminary Site Development and Use Plan (originally submitted on August 23, 2017); 4. Proposed PSDUP, containing the following: a. the Zoning Article (text); b. Regulatory Plan Set (including Property Rights and Dimensional Standards Plan, Site Construction Plan, Landscape Planting Plan and Architectural Preliminary Site Sections); 5. Non - regulatory Plan Set (including Site Analysis Plan, Locus Context Plan and Utilities Plan);1 6. Environmental Impact and Infrastructure Assessment (including Fire Access Study Plan, Sewer Capacity Analysis, and Hydrologic Analysis /Stormwater Report); 7. Aggregate Development and Parking Data Summary tables; 8. Traffic Study; 9. Fiscal Impact Analysis (originally submitted on August 23, 2017); and 10. Additional Materials submitted to the Planning Board on September 21, 2017. As noted above, this proposed rezoning will allow the Project to be constructed on the Site by replacing the existing commercial planned development CD -9 zoning in accordance with Section 7.3 of the Bylaw, as amended as of June 1, 2016, with planned development PD -2 zoning as specified in the proposed PSDUP. The Project will increase the current build out of approximately 370,225 square feet of building gross floor area under CD -9 zoning to approximately 596,669 square feet of building gross floor area under the proposed PD -2 zoning. Adoption by Town Meeting of this rezoning and PSDUP will advance key municipal planning and economic development goals. In particular, the Project will further the Town's identified economic development goal of enhancing the vibrant life science cluster along the Hayden Avenue corridor, while at the same time addressing planning and conservation goals for the Site by expanding the existing conservation restriction on the Property and consolidating much of the surface parking in a new garage in order to preserve open space, provide for wetland restoration opportunities, and enhance access to Hayden Woods. The Project is anticipated to generate net revenue to the Town in excess of $1.8 million annually and to increase the total assessed value of industrial properties in the community by 16 %. Such an increase in commercial revenue stream will contribute to lessening the residential share of the tax levy over time. hl addition, the Applicant also proposes to contribute approximately $1,970 for each net new parking space on the Site, which will amount to approximately a $1.1 million payment to the Town that may be used for municipal traffic improvements. Finally, the Applicant will also contribute $60,000 to the Cary Memorial Library Foundation. 1 A street layout plan is not applicable to this application. September 29, 2017 Page 3 This updated application has benefited from considerable guidance and input of the Planning Board, Planning staff and other Town officials. We look forward to continuing in this collaborative effort to make this important, mutually - beneficial project a success. Thank you. Sincerely, pier L. Tamm -t Attorney for and on behalf of CRP /King Hayden Owner, L.L.C. 4847 - 8926 - 7281.2 Elie cc: Town Clerk Board of Selectmen Mr. Aaron Henry Mr. Robert Albro Edmund C. Grant, Esq. 0 ° ITT a t> Town of Lexington " .. PLANNING OFFICE Land Use, Health and Development Department 1625 Massachusetts Avenue Lexington, MA 02420 Tel: (781) 698 -4560 FORM B GENERAL APPLICATION FOR APPROVAL OF A PLAN FOR DEVELOPMENT Date: August 23, 2017 To the Planning Board: NAME OF PROJECT: Planned Development District PD -2 A. TYPE OF APPLICATION Preliminary or definitive subdivision plan, per § 175 -5.0 or § 175 -6.0 Minor site plan review, per § 176 -9.0 Major site plan review, per §176 -9.0 Special permit residential development, per § 135 -6.9 Adequacy determination of an unaccepted street, per § 176 -7.0 X Review of a zoning amendment for a planned development (PD) district, per § 135 -7.3 B. A. TYPE OF PLAN The accompanying plan is a: For a: ❑ Sketch ® Preliminary ❑ Definitive ❑ Residential Development ❑ Extension ❑ Rescission ® Non- residential Development Received by Planning Board: 8985542.1 Space for Town Clerk Thursday, December 15, 2016 Form B - Pagc P B. DE All pr( Application for Approval oFA Plan for Development PTION OF LAND included in the plan: -et Address; 45, 55 an 165 Hayden Avenue Map-Lot #: Map 1.7-Lots 20A & 21B Please add 'more if necessary, C. COST tSTIMATE For project filed under §.135 -6.9 p] ease complete Form. SC D. APPLICANT AND OWNER INFORMATION Note: The Zoning and Subdivision `Regulations permit a person other than the owner to file an application, with the written permission of the owner} and if the applicant states the nature of their interest,* Applicant's, Name: CFJ Is the applicant also the Signature of Applicativ. Applicant's Business address: Yes_ ❑ No Applicant's 1plione Number:. 617-910-5501 Applicant's tmail Address: tragnogks-prop.corn If the applic aint is not the owner what is the nature of interest in the land? For projects filed under § 135-6.9 if i purchase andl sale agreement, or othe Note: The P*ning Department requ That person is assumed the applicant 8985542 he applicant is not the owner the applicant must attach a copy of a instrument of future sale, to this application. 'es that one-person act as coordinator/contact person for an application. finless a member of the development team is designated. 2 Form B - Gen;ral Application for Approval ol'a Plan for Development Page 13 1 SIGNATURES OF OWNERS Note: Thd owners of all land afft table two, brfile a separate sheet, Table I f by this development niiisf sign this application. If necessary, complete nitilliple parceWowners. Map-Lot 0: 17-20B & 21 A 4ap-Lot Name of Owners (print) Owner 1: CRP/King Hayden Owner. L.L.C. Owner 2: In/a Signature�of Owner I Signature of Owner 2 CRP /KIN, HAYDEN OWNER, j,.L.C., .D a e law 1 m tte ja it np i y By: Thomas Ragno Authorized Real Property Signatory n/a 3 8985542 Fonn B - General Application for Approval of a Plan for Development Page 14 E. CALCULATION OF FEE Type of Application or Action: Number of Lots Rate per Lot Sub Total Fixed Rate Total Filing Fee: 2 * = $2,000 + = $2,000 tCreditable Prior Payment 0 Total Filing Fee due with application $2,000 Schedule of Administrative Fees. The following schedules apply to the types of applications to the Board: Application Types Fees Residential Preliminary Subdivision $2,000 1 to 3 Lots $1,000 plus 500 per lot 4 to 8 Lots $1,500 plus 500 per lot More than 9 $2,000 plus 500 per lot Non - Residential Preliminary Subdivision $2,000 plus 500 per lot Residential Special Permit $3,000 plus $500 Residential Definitive Subdivision per proof plan lot 1 to 3 Lots $2,000 plus 500 per lot 4 to 8 Lots $3,000 plus 500 per lot More than 9 $4,000 plus 500 per lot Non- Residential Preliminary Subdivision $4,000 plus 500 per lot Modifications $1,500 Application Types Fees Unaccepted Street Determination, $2,000 § 176 -7.0 Special Permitting § 176 -6.0 Residential Sketch Plan $1,500 plus $500 per proof plan lot Residential Special Permit $3,000 plus $500 per proof plan lot Nonresidential Sketch Plan $1,500 plus $50 per 1,000 SF of GFA Nonresidential Special Permit $3,000 plus $50 per 1,000 SF of GFA Site Plan Review, § 176 -9.0 Minor Site plan review $500 Major site plan review $1,500 PD rezoning, § 176 -8.0 Sketch PSDUP $500 Final PSDUP $2,000 *One payment of a fee for a residential preliminary plan is creditable to the initial fee for a definitive plan. If more than one fee is paid for a preliminary plan, only the first of those payments is creditable to the initial fee for a definitive plan. 8985542.1 0 m p w F; 0 0 w o Z W a Q 0 a C hWh w W 0 _ N cd N M O > C4 0000 O 5 0 3 3 Ica oo�o ?v a 4 ;� y "t o p v� Z ZC7Mti c7°'r�da�c Z � o N a U N U v 0 00 N ° V1 N M N Gs V] k _>1 < I Z O 4, a> O o A ? U Cn N � cd bq O �cV tom• !�, N O •� tip �D .p. O cd 0 O O l� cUd bo Q m W dkn U Z ai U a 0 o o =_ v� o a d al U o 3 a ccq Z v U N O O a "tl O O d o d o cn w (D o o O N V � 0 Q a Ud� °ter m U oo O co E 2 Reorder from Forms & Supplies Direct for SKYLINHo (800) 992 -1970 FORM B 703112 -- COPYRIGHT 1994 Ent Name Acct No Invoice Date P.Q. Num Reference Amount Discount Net SP296 CRP /King Hayden O 1725 -05 75- 081817 8/18/2017 PSOUP Zoning Fees 2,000.00 0.00 2,000. ayor: CRP /King Hayden Owner, LLC Date Check No. Check Amou ayee: TOWN OF LEXINGTON 8/21/2017 000668 $2,000.0 i i e your ec CRP /King Hayden Owner, LLC c/o Lincoln Property Company welts Fargo Bank, N.A. 1530 Wilson Blvd., Suite 200 Arlington, VA 22209 DATE CHECK NO. AMOUNT 8/21/2017 000668 $2,000.00 Two Thousand AND 00/100 DOLLARS PAY VOID IF DATE OF ISSUE TO THE ORDER OF TOWN OF LEXINGTON 1625 MASSACHUSETTS AVENUE LEXINGTON, MA 02420 11'000668110 1: 12 1,000 2481: 4304 23 270511' ki PETITION FOR CHANGE OF ZONING DISTRICT AND APPROVAL OF PRELIMINARY SITE DEVELOPMENT AND USE PLAN The undersigned, on behalf of the owner of the property that is the subject of this rezoning petition, hereby requests that the Town of Lexington (the "Town ") Board of Selectmen place the following Article on the Warrant for the October Special Town Meeting of 2017: ARTICLE #_ To see if the Town will vote to amend the Zoning Map and Bylaw of the Town to create the Planned Development District PD -2, based on the information provided in the applicant's Preliminary Site Development and Use Plan ( "PSDUP ") for Lots 20B and 21A of Assessor's Map 17, addressed as 45, 55, and 65 Hayden Avenue (the "Site "), or act in any other manner in relation thereto. Description: The article requests rezoning and approval of a Preliminary Site Development and Use Plan for the 45, 55 and 65 Hayden Avenue property identified in the article. The general location of the property is identified on a plan entitled "Planned Development District PD -2 Plan" dated August 23, 2017, prepared by Highpoint Engineering, Inc., Project Number 17007, which plan is attached as Exhibit -1 hereto, with the metes and bounds description shown on Exhibit -2 hereto. For title see that certain Quitclaim Deed dated November 28, 2016, recorded in the Middlesex South Registry of Deeds at Book 68484, Page 87. 7 � By: Peter L. Tamm, Attorney for and on behalf of CRP /KING HAYDEN OWNER, L.L.C. 8985785.2 EXHIBIT- I SITE PLAN 8985785.2 (TOWN OF LEXINGTON) PROPERTY MAP 17 PARCEL 22 N/F 95 HAYDEN LLC DEED BOOK 1420 PAGE 62 (TOWN OF LEXINGTON) PROPERTY MAP 17 PARCEL 5D N/F TOWN OF LEXINGTON DEED BOOK 797 PAGE 109 (TOWN OF LEXINGTON) PROPERTY MAP 17 PARCEL 3C N/F TOWN OF LEXINGTON DEED BOOK 796 PAGE 170 (TOWN OF LEXINGTON) - PROPERTY MAP 17 PARCEL1 N/F TOWN OF LEXINGTON DEED BOOK 796 PAGE 169 (TOWN OF LEXINGTON) PROPERTY MAP 17 PARCEL 4C (TOWN OF LEXINGTON) N/F PROPERTY MAP 16 TOWN OF LEXINGTON DEED BOOK 11928 PAGE 614 PARCEL 4A N/F I \ TOWN OF LEXINGTON - CONSERVATION - - - - -t ______ \,/��/ SEWER SEWER � - \ EASEMENT EASEMENT I I CONSERVATION RESTRICTION AREA \� - I L DRAIN \ \\ EASEMENTS \`\ I I I (TOWN OF LEXINGTON) l i l PROPERTY MAP 17 (TOWN OF LEXINGTON) l ` I I PARCEL 21A PROPERTY MAP 17 \ \ I I ACCESS & N/F PARCEL 20B \ \ I I UTILITY CRP /KING HAYDEN OWNER LLC N/F \ EASEMENT DEED BOOK 1500 PAGE 96 CRP /KING HAYDEN OWNER LLC \ DEED BOOK 68484 PAGE 87 I CONSERVATION I I PD -2 DISTRICT RESTRICTION AREA ELECTRIC EASEMENT I PARCELS 20B & 21A ' - UTILITY EASEMENT - - I AREA = 37.4# ACRES (TOWN OF LEXINGTON) PROPERTY MAP 16 PARCEL1C N/F HAYDEN OFFICE TRUST DEED BOOK 893 PAGE 163 - - - - I GAS EASEMENT --------- L -_ -_- �------------------ - - - - HAYDEN AVFNI IF 300 0 150 300 600 1 inch = 300 ft. PLANNED DEVELOPMENT DISTRICT PD -2 PLAN PROJECT NAME PROPOSED LIFE SCIENCES CAMPUS EXPANSION PRELIMINARY SITE DEVELOPMENT AND USE PLAN (PSDUP) I PD -2 DISTRICT 45, 55 Et 65 HAYDEN AVENUE LEXINGTON, MA 02421 PREPARED FOR CRP /KING HAYDEN OWNER LLC 200 CAMBRIDGEPARK DRIVE CAMBRIDGE, MA 02140 SCALE 1 " =300' PROJECT NUMBER 17007 FIGURE NO. EXHIBIT -1 DATE AUGUST 23, 2017 FILE NAME 17007_Property001. dwg EXHIBIT -2 LEGAL DESCRIPTION 8985785.2 Metes and Bounds Description of Planned Development District PD -2 45 -55 & 65 Hayden Avenue — Lexington, MA Entire District That certain parcel of land with the buildings thereon known in part as Nos. 45 -55 and 65 Hayden Avenue in Lexington, Middlesex County, Massachusetts, shown as two parcels including Town of Lexington Assessors Map 17 Lots 21A and 20B, respectively recorded at the Middlesex County Registry of Deeds as Land Court Book 1500 Page 96 and Land Court Book 68484 Page 87, constituting Planned Commercial District Number CD -9, to be re- zoned as Planned Development District PD -2, the parcels being bounded and described as follows: BEGINNING at a point on the northerly sideline of Hayden Avenue as the southwesterly corner of the premises; thence running, N 34° 57'20" E by Assessor's Map 17 Lot 22, a distance of 6.02 feet to a point; thence N 20° 39'20" E by Assessor's Map 17 Lot 22, a distance of 190.39 feet to a point; thence N 39° 02'20" E by Assessor's Map 17 Lot 22, a distance of 14.80 feet to a point; thence N 09° 06'57" E by Assessor's Map 17 Lot 22, a distance of 44.93 feet to a point; thence N 18° 22'40" W by Assessor's Map 17 Lot 22, a distance of 43.60 feet to a point; thence N 28° 32'20" E by Assessor's Map 17 Lot 22, a distance of 136.63 feet to a point; thence N 26° 22'20" E by Assessor's Map 17 Lot 22, a distance of 109.67 feet to a point; thence N 21' 22'00" E by Assessor's Map 17 Lot 22, a distance of 66.99 feet to a point; thence S 89° 21' 00" E by Assessor's Map 17 Lot 22, a distance of 58.50 feet to a point; thence S 84° 23' 31" E by Assessor's Map 17 Lot 22, a distance of 85.14 feet to a point; thence N 16° 00' 59" W by Assessor's Map 17 Lot 22, a distance of 59.53 feet to a point; thence N 05° 44' 47" W by Assessor's Map 17 Lot 22, a distance of 77.90 feet to a point; thence N 10° 19' 12" W by Assessor's Map 17 Lot 22, a distance of 105.38 feet to a point; thence N 18° 18' 16" W by Assessor's Map 17 Lot 22, a distance of 40.84 feet to a point; thence N 21' 23' 41 " W by Assessor's Map 17 Lot 22, a distance of 13.73 feet to a point; thence S 53° 08' 08" W by Hayden Woods, a distance of 249.51 feet to a point; thence EASTERLY by Hayden Woods, along the arc of a curve having a radius of 3,930 feet and a length of 189.41 feet to a point; thence S 87° 36'20" E by Hayden Woods, a distance of 1,395.60 feet to a point; thence EASTERLY by Hayden Woods, along the arc of a curve having a radius of 135.00 feet and a length of 58.90 feet to a point; thence Page 1 of 5 N 67° 23'52" E S 03° 52'06" E S 44° 07' 54" W S 44° 07' 54" W S 22° 29' 38" E WESTERLY N 87° 36'20" W WESTERLY WESTERLY by Hayden Woods, a distance of 146.89 feet to a point; thence by Hayden Woods, a distance of 111.25 feet to a point; thence by Hayden Woods, a distance of 324.20 feet to a point; thence by Assessor's Map 16 Lot 1 C, a distance of 236.99 feet to a point; thence by Assessor's Map 16 Lot 1 C, a distance of 436.21 feet to a point; thence BY Hayden Avenue, along the arc of a curve having a radius of 985.00 feet and a length of 12.11 feet to a point; thence by Hayden Avenue, a distance of 1,395.60 feet to a point; thence by Hayden Avenue, along the arc of a curve having a radius of 4,780.00 feet and a length of 252.55 feet to a point; thence by Hayden Avenue, along the arc of a curve having a radius of 785.00 feet and a length of 252.55 feet to the point of beginning. The above described District contains a calculated land area of 37.4 acres, more or less. Page 2 of 5 45 -55 Hayden Avenue BEGINNING at a point on the northerly sideline of Hayden Avenue as the southeasterly corner of the premises; thence running, N 22° 29' 38" W by Assessor's Map 16 Lot 1 C, a distance of 436.21 feet to a point; thence N 44° 07'54" E by Assessor's Map 16 Lot 1 C, a distance of 236.99 feet to a point; thence N 44° 07'54" E by Hayden Woods, a distance of 324.20 feet to a point; thence N 03° 52' 06" W by Hayden Woods, a distance of 111.25 feet to a point; thence S 67° 23' 52" W by Hayden Woods, a distance of 146.89 feet to a point; thence WESTERLY by Hayden Woods, along the arc of a curve having a radius of 135.00 feet and a length of 58.90 feet to a point; thence N 87° 36' 20" W by Hayden Woods, a distance of 1330.04 feet to a point; thence S 16° 00' 59" W by Assessor's Lot 20B, a distance of 547.13 feet to a point; thence N 87° 39' 04" W by Assessor's Lot 20B, a distance of 40.00 feet to a point; thence S 02° 20' 56" W by Assessor's Lot 20B, a distance of 122.19 feet to a point; thence S 87° 39' 04" E by Assessor's Lot 20B, a distance of 40.00 feet to a point; thence S 02° 20' 56" W by Assessor's Lot 20B, a distance of 180.68 feet to a point; thence S 87° 36'20" E by Hayden Avenue, a distance of 1,329.37 feet to a point; thence EASTERLY BY Hayden Avenue, along the arc of a curve having a radius of 985.00 feet and a length of 12.11 feet to the point of beginning. The above described parcel contains a calculated land area of 25.8 acres, more or less. Page 3 of 5 65 Hayden Avenue BEGINNING at a point on the northerly sideline of Hayden Avenue as the southwesterly corner of the premises; thence running, N 34° 57'20" E by Assessor's Map 17 Lot 22, a distance of 6.02 feet to a point; thence N 20° 39'20" E by Assessor's Map 17 Lot 22, a distance of 190.39 feet to a point; thence N 39° 02'20" E by Assessor's Map 17 Lot 22, a distance of 14.80 feet to a point; thence N 09° 06'57" E by Assessor's Map 17 Lot 22, a distance of 44.93 feet to a point; thence N 18° 22'40" W by Assessor's Map 17 Lot 22, a distance of 43.60 feet to a point; thence N 28° 32'20" E by Assessor's Map 17 Lot 22, a distance of 136.63 feet to a point; thence N 26° 22'20" E by Assessor's Map 17 Lot 22, a distance of 109.67 feet to a point; thence N 21' 22'00" E by Assessor's Map 17 Lot 22, a distance of 66.99 feet to a point; thence S 89° 21' 00" E by Assessor's Map 17 Lot 22, a distance of 58.50 feet to a point; thence S 84° 23' 31" E by Assessor's Map 17 Lot 22, a distance of 85.14 feet to a point; thence N 16° 00' 59" W by Assessor's Map 17 Lot 22, a distance of 59.53 feet to a point; thence N 05° 44' 47" W by Assessor's Map 17 Lot 22, a distance of 77.90 feet to a point; thence N 10° 19' 12" W by Assessor's Map 17 Lot 22, a distance of 105.38 feet to a point; thence N 18° 18' 16" W by Assessor's Map 17 Lot 22, a distance of 40.84 feet to a point; thence N 21' 23' 41 " W by Assessor's Map 17 Lot 22, a distance of 13.73 feet to a point; thence S 53° 08' 08" W by Hayden Woods, a distance of 249.51 feet to a point; thence EASTERLY by Hayden Woods, along the arc of a curve having a radius of 3,930 feet and a length of 189.41 feet to a point; thence S 87° 36'20" E by Hayden Woods, a distance of 65.56 feet to a point; thence S 16° 00' 59" W by Assessor's Map 17 Lot 21 A, a distance of 547.13 feet to a point; thence N 87° 39' 04" W by Assessor's Map 17 Lot 21 A, a distance of 40.00 feet to a point; thence S 02° 20' 56" W by Assessor's Map 17 Lot 21 A, a distance of 122.19 feet to a point; thence S 87° 39' 04" E by Assessor's Map 17 Lot 21A, a distance of 40.00 feet to a point; thence Page 4 of 5 S 02° 20' 56" W by Assessor's Map 17 Lot 21 A, a distance of 180.68 feet to a point; thence N 87° 36'20" W by Hayden Avenue, a distance of 122.19 feet to a point; thence WESTERLY by Hayden Avenue, along the arc of a curve having a radius of 4,780.00 feet and a length of 252.55 feet to a point; thence WESTERLY by Hayden Avenue, along the arc of a curve having a radius of 785.00 feet and a length of 252.55 feet to the point of beginning. The above described parcel contains a calculated land area of 11.6 acres, more or less. Page 5 of 5 ARTICLE 2 AMEND ZONING MAP AND BYLAW 45,55 and 65 HAYDEN AVENUE, LEXINGTON, MA To see if the Town will vote to amend the Zoning Map and Bylaw of the Town to create the Planned Development District PD -2, based on the information provided in the applicant's Preliminary Site Development and Use Plan ( "PSDUP ") for Lots 20B and 21A of Assessor's Map 17, addressed as 45, 55, and 65 Hayden Avenue (the "Site"), or act in any other manner in relation thereto. (Inserted at the request of the property owner, CRP /King Hayden Owner, L.L. C.) PROPOSED MOTION PLANNED DEVELOPMENT DISTRICT PD -2 Authority to Establish a Planned Development District. This Preliminary Site Development and Use Plan ( "PSDUP ") to establish Planned Development District PD -2 ( "PDD ") is prepared under the provisions of § 7.3, Planned Development Districts, of Chapter 135 of the Code of the Town of Lexington (the "Town") as amended through annual Town Meeting 2016 (the "2016 Zoning Bylaw "). The Planning Board has published regulations further detailing the process to establish a Planned Development District which are contained in § 8.0 of Chapter 176 of the Code of the Town (the "Planning Board Zoning Regulations "). 2. History and Description of District. This Planned Development District consists of Lots 20B and 21A on Town Assessors Map 17, as depicted in the PSDUP (the "Site "). Redevelopment of the Site commenced in 1997 with the approval by Town Meeting of a Preliminary Site Development and Use Plan in the Fall of 1997 (the "Original PSDUP ") for which a Definitive Site Development and Use Plan ( "Original DSDUP") and Special Permit with Site Plan Review ( "Original Special Permit") were approved by the Zoning Board of Appeals ( "ZBA ") on January 5, 1998, and recorded with the Middlesex South Registry of Deeds (the "Registry ") at Book 28123, Page 254. To allow for the addition of the building and parking garage located at 65 Hayden Avenue, the Original PSDUP was subsequently amended by the Amended Preliminary Site Development and Use Plan approved by Town Meeting in the Fall of 2009 (the "2009 APSDUP "), for which a Definitive Site Development and Use Plan (the "2010 DSDUP ") and "Special Permit" were approved by the ZBA on June 3, 2010, recorded with the Registry at Book 54965, Page 45. The Special Permit was modified in 2012 for minor site changes, as recorded with the Registry at Book 27724 Page 170, and again in 2017 for parking and related improvements, as recorded with the Registry at Book 68484, Page 87. This PSDUP supersedes any and all prior site development and use plans and other special zoning for the Site, including the Original PSDUP, Original DSDUP, Original Special Permit, 2009 APSDUP, 2010 DSDUP and Special Permit, as modified. For the avoidance of doubt, the improvements shown on the Regulatory Plans (as hereinafter defined) are considered in conformance with all existing permits and approvals. Zoning Bylaw Applicability and Interpretation 1. In the event of inconsistency or conflict between this PSDUP and any provisions of the 2016 Zoning Bylaw applicable to this Planned Development District, this PSDUP controls. 4824 - 0709 -9473 2. Unless herein noted otherwise, where this PSDUP is silent with respect to any provision of the 2016 Zoning Bylaw applicable to the Site, the 2016 Zoning Bylaw controls. Subsequent amendments to the 2016 Zoning Bylaw do not apply to this PDD unless expressly stated otherwise. Terms used and not otherwise defined herein have the meanings as may be ascribed to them in the 2016 Zoning Bylaw. Where this PSDUP is silent with respect to any provision of the Planning Board Zoning Regulations, such Planning Board Zoning Regulations, as amended from time to time, shall apply to this PDD. 4. PSDUP to be effective upon transfer. This PSDUP establishes the zoning for this Planned Development District, and any successors and assigns in interest in the Site are bound to the terms and conditions of this PSDUP. The land within this PDD, now consisting of the two lots as described in Section 2 herein, may be further legally subdivided into separate parcels or lots, for example, for purposes of financing or conveying interests, but any successors shall be bound by the provisions and controls in the PDD unless amended in accordance with the 2016 Zoning Bylaw. Any excess development capacity in this PDD shall be expressly allocated at the time of conveyance or subdivision of land in the PDD if such conveyance or subdivision results in separate ownership of property comprising the PDD. Plans and Documents Regulatory Material. In the event of conflict or inconsistency between the text of this PSDUP and the plans and documents incorporated by reference within it, the text of this PSDUP controls. Per § 7.3.2.4 of the 2016 Zoning Bylaw, the vote of the Town Meeting shall refer to the PSDUP, which shall be considered part of the rezoning action. The following plan set titled "Proposed Life Sciences Campus Expansion for the Planned Development District PD- 2" (the "Regulatory Plans "), is incorporated herein as Appendix A and made part of this PSDUP: Regulatory Plans B C1 Title Sheet Highpoint Engineering C2 Property Rights & Dimensional Standards Plan Highpoint Engineering C3 Site Construction Plan Highpoint Engineering L -100 Landscape Planting Plan (Trees) Lemon Brooke Preliminary Site Sections Perkins +Will (Visual Representations) 2. Non - Regulatory Material. Per § 8.6 of the Planning Board Zoning Regulations, all parts of the PSDUP application submitted and not included in Section 5.1 above, if any, are considered explanations, background information, and justification for the rezoning. The complete PSDUP application is on file with the Town Planning Office. 6. Permitted Uses 1. Principal Uses. All of the following uses or any combination thereof are permitted in this Planned Development District, subject to and consistent with the dimensional, zoning and other standards provided in this PSDUP: 4824 - 0709 -9473 a. Institutional Uses (i) Child care center (ii) Use of land or structures for religious purposes (iii) Use of land or structures for educational purposes on land owned or leased by the Commonwealth or its agencies, subdivisions or body politic or by a religious sector or denomination or by a non - profit corporation (iv) Park, playground b. Agricultural and Natural Resource Uses (i) Exempt agricultural uses and structures as set forth in M.G.L. § 40A -3 Office Uses (i) Medical, dental, psychiatric office, but not a clinic (ii) Medical, dental, psychiatric office, but not a clinic, with related laboratory (iii) Business or professional office d. Personal, Business or General Service Uses (i) Medical clinic for outpatient services (ii) School not exempt by statute (iii) Nonprofit community service center or charitable organization Manufacturing Uses (i) Light manufacturing (ii) Laboratory engaged in research, experimental and testing activities, which may include the development of mock -ups and prototypes (iii) Manufacturing in the fields of biotechnology, medical, pharmaceutical, physical, biological and behavioral sciences and technology, environmental science, toxicology, genetic engineering, comparative medicine, bioengineering, cell biology, human and animal nutrition including the production of equipment, apparatus, machines and devices for research, development, manufacturing and advance and practical application in any such field or area, and including, office, administrative and support facilities related to any of the foregoing activities; all uses must comply with applicable federal, state and local laws, regulations and ordinances including, without limitation, laws, regulations and ordinances governing air pollution, water pollution control, noise and illumination f. Utilities, Communications and Transportation Uses (i) Radio, television studio, but without transmitting or receiving towers (ii) Wireless communication facility g. Temporary Uses (i) Temporary building or trailer incidental to the construction of the building or development (ii) Temporary structures and uses not otherwise permitted in the district, provided the Building Commissioner finds that the proposed structure or use is compatible with the neighborhood The Operating Standards set forth in § 3.4 Table 1 Permitted Uses and Development Standards § § E.1.01 and E.1.02 of the 2016 Zoning Bylaw do not apply. 4824 - 0709 -9473 2. Accessory Uses. The limit and size of accessory uses set forth in § 3.2.2 of the 2016 Zoning Bylaw do not apply. All accessory uses or structures customary and incidental to the principal uses or structures included in Section 6.1 above (which principal uses are also permitted as accessory uses), § 3.2.1 of the 2016 Zoning Bylaw, and the accessory uses in Section 6.2 hereunder are permitted as accessory uses, including, without limitation the following (which also include some new enumerated items): a. Beauty parlor, barber shop b. Shoe repair c. Bank or credit union d. Automatic teller machine e. Travel agency, ticket agency f. Photocopying, reproduction services g. Convenience goods often bought on a daily basis such as food, candy, newspapers, etc. h. Cafeterias, dining rooms, outdoor food trucks, conference rooms, function rooms, auditoriums, public meeting rooms, community space and recreational facilities i. Laundry or dry cleaning pickup station with processing done elsewhere; laundry or dry cleaning with processing on the premises, self - service laundromat or dry cleaning J . Parking, surface or in a garage or other structure k. Town - sponsored uses for the neighborhood and public such as outdoor uses for festivals, concerts, community and recreational events, farmers' and artists' markets, performances, presentations and other like uses and indoor uses for Town recreational and community use from time to time 7. Dimensional Standards. § 7.3.2.1 of the 2016 Zoning Bylaw provides that a Planned Development District does not have predetermined standards for development, and Table 2 in § 4.1.1, Schedule of Dimensional Controls, does not contain standards that apply to a Planned Development District. The following, as affected by the provisions herein, are the only dimensional controls that apply to this PDD, and § 4 Dimensional Controls of the 2016 Zoning Bylaw do not apply. With the exception of Minimum Lot Area, the following requirements apply to the aggregate of all lots within the PDD. No minimum lot frontage or setbacks are required along internal lot lines in the PDD. Notes: 4824 - 0709 -9473 Required Minimum Lot Area 5000 square feet Minimum Lot Frontage 50 feet Minimum Front Yard Setback 100 feet Minimum Side Yard Setback 50 feet Minimum Rear Yard Setback 50 feet Maximum Gross Floor Area 1,210,000 square feet Maximum Building Height 70 feet for occupied buildings 90 feet for garages Notes: 4824 - 0709 -9473 1. The height of a building or structure in this PDD is determined as follows: The vertical distance between the lower elevation and the upper elevation, where the lower elevation is the mean average finished grade of the building as determined by measuring from the four extreme corners of the building, or in the case of a nonrectangular building, from reasonable equivalent locations around the perimeter of the building, and the upper elevation is the highest point of any ride, gable, other roof surface, or parapet, except that structures erected as part of the building and not used for human occupancy, such as but not limited to air and exhaust equipment, chimneys, heating - ventilating or air - conditioning equipment, solar or photovoltaic panels, elevator housings, stair tower enclosures, parapet walls for buildings and garages, antennas, skylights, cupolas, spires, mechanical and acoustical screening and the like ( "rooftop structures "), may exceed the maximum height of a building in feet provided, except as otherwise stated below, no part of the rooftop structure(s) is more than twenty five (25) feet higher than the maximum permitted height of a building or a parking garage structure and the total horizontal coverage of such rooftop structures on the building or parking garage structure does not exceed sixty (60) percent of the total roof area. Notwithstanding the foregoing: (a) an aggregate area not to exceed three (3) percent of the total roof area may contain rooftop structures that extend up to thirty five (35) feet above the roof line (these structures are included in the calculation of the horizontal coverage limit set forth above). 2. The Planning Board may grant a special permit to exceed the maximum height in feet or the percentage of horizontal coverage of structures erected on a building or structure allowed by this Section 7 Dimensional Standards provided it makes a determination that the structure is compatible with the scale of the neighborhood and does not negatively impact the solar access of any adjoining lot. 3. Where used, the calculation of Net Floor Area in this PDD is determined by using 80% of the Gross Floor Area exclusive of the Gross Floor Area of areas used for parking and loading (which includes garages and other structured parking). 4. Any lot within the PDD may contain a minimum of 20 feet of frontage provided such lot is served by an access drive that is determined by the Planning Board to meet the requirements of the subdivision control law and the Planning Board's Rules and Regulations for adequate access to the building(s) on such lot. SPGA. The Special Permit Granting Authority ( "SPGA ") as designated in the 2016 Zoning Law or where referred to herein is the Planning Board. 9. Other Zoning Provisions Landscaping, Transition and Screening. The Landscape Planting Plan, submitted as part of the Regulatory Plans depicts the detailed landscaping for the Site. For this PDD, the standards of § 5.3 of the 2016 Zoning Bylaw, Landscaping, Transition and Screening, do not apply except for the following: a. The objectives of § 5.3.1 apply. b. The requirements of § 5.3.3 pertaining to the landscaping plan apply. c. The provisions of § 5.3.11 Maintenance; § 5.3.13, Screening of Other Uses within the Lots; and § 5.3.15, Special Permit apply. 4824 - 0709 -9473 2. Traffic Standards. This PDD relies on findings in the Traffic Impact and Access Study for the site and will be subject to the traffic demand management policies therein. The provisions of § 5.5 of the 2016 Zoning Bylaw, Traffic Standards, do not apply to this Planned Development District. Off - Street Parking and Loading. For this PDD, the standards of § 5.1 of the 2016 Zoning Bylaw, Off - street Parking and Loading, do not apply except for the following: a. The objectives of § 5. 1.1 apply. b. The provisions of § 5.1.3, Parking Plan; § 5.1.7, Preferential Rideshare Parking; § 5.1.8, Bicycle Parking Facilities; § 5.1.10 Driveways (but allowing for more than two driveways per street line as shown on the Regulatory Plans); and § 5.1.14, Special Permit, do apply. c. Calculation of required off - street parking spaces and calculation of required loading bays in this PDD must be provided in compliance with § 5.1.4, § 5.1.5 and § 5.1.6, with the exception of the following requirements, which shall supersede any other applicable requirements of the 2016 Zoning Bylaw: 4824 - 0709 -9473 PARKING FACTOR TYPE OF PRINCIPAL, USE Note: parking will riot be required for accessory uses, (minimum nurmber of pupking spaces to be provided) INSTITUTIONAL, EDUCATIONAL & RECREATIONAL USES College, technical school As Needed Day -care center, school age child care program, nursery school, kindergarten 1 per 500 s.f. Lodge, community service center As Needed Gymnasium, stadium, field house 1 per each 6 seats Parks, athletic fields, tennis and pool facilities, golf courses, recreation centers, other As Needed institutional uses OFFICE USES All permitted Office uses (except as otherwise 1 per 333 s.f. classified) Medical office, out - patient clinic 1 per 200 s.f. PERSONAL BUSINESS USE Personal services, bank, business services, retail 1 per 250 s.f. sales, and rental uses MANUFACTURING, RESEARCH USES 4824 - 0709 -9473 Manufacturing, research laboratory 1 per 500 s.f. Construction, storage, distribution and 1 per 1 000 s.f. industrial service users All other permitted uses As needed 4. Additional Parking Provisions a. Maximum Parking. There shall be a maximum of 1675 parking spaces in this PDD. b. No required setbacks apply to side and rear lot lines in the PDD for the paved parts of parking spaces, driveways or maneuvering aisles (which may extend up to the side and rear lot lines), except that where parking spaces along a lot line coincide with the perimeter of the district (as opposed to spaces along a lot line that is in the interior of the district), a ten foot setback from the lot line at the perimeter of the PDD shall apply. Parking for all uses (both existing and proposed) within this PDD which may be required for one lot may be located on a separate lot in separate ownership (or combined in a common lot), notwithstanding any regulations or provisions to the contrary as contained in the 2016 Zoning Bylaw, so long as where such lot is not in the same ownership, a lease or easement guaranteeing long -term use of such spaces is executed and filed in the Middlesex South Registry of Deeds. d. Driveways on one lot may lead to and serve a parking space or loading bay on another lot, or straddle the lot line and serve a parking space or loading bay on two or more lots, notwithstanding any regulations or provisions to the contrary stated in the 2016 Zoning Bylaw, so long as where such lot is not in the same ownership, a binding agreement between the applicable property owners satisfactory in form to the Town Counsel, is executed and filed in the Middlesex South Registry of Deeds. e. Temporary Off -site Parking during Construction. During construction on the Site, the owner, tenants and other users of the Site are allowed to park offsite as reasonably needed. 5. Signs. This Planned Development District is subject to the Regulatory Plans submitted herewith. For this Planned Development District, the standards of § 5.2 of the 2016 Zoning Bylaw, Signs, do not apply except for the following: a. The objectives of § 5.2.1 apply. b. The provisions of § 5.2.3, Exemptions, apply. c. The General Regulations of § 5.2.4 apply. d. The provisions of § 5.2.5, Prohibited Signs, apply. e. The provisions of §5.2.8, Commercial Districts, do not apply. Instead, a maximum of a) two wall signs (that conform to the requirements of § 5.2.8.1 (f -g)) per building that are no more than twelve feet in width and eight feet in height, and b) two standing signs per building that are no more than (i) ten feet in height and one hundred square feet in area for standing signs shall be permitted by right. In addition, one directory sign conforming to § 5.2.8.1(e) shall be permitted per building entrance. All new or relocated wall, standing or projecting signs in the PDD that conform with these requirements shall be subject to minor site plan review by the Planning Director as the Planning Board's designee pursuant to § 9.5.4 of the 2016 Zoning Bylaw. 4824 - 0709 -9473 f. The provisions of § 5.2.10, Special Permit, apply. Any wall sign, free standing sign or other legally permitted sign presently existing on the Site as of the submission date of the PSDUP is allowed as -of -right and may be retained and relocated within the Site, so long as it is not enlarged unless permitted by the 2016 Zoning Bylaw. Illumination. The provisions of § 5.4 of the 2016 Zoning Bylaw, Outdoor Lighting apply, with all lots within this PDD treated as a single lot for compliance purposes. 4824 - 0709 -9473 APPENDIX A TO PSDUP FOR THE PD -2 DISTRICT REGULATORY PLANS Under separate cover. 4824 - 0709 -9473 1®' � £ ev�e JTi ll3NMO N30AVH 9NIN /dill 1NVJIlddVlll34M0 � ' , pppyyy fi M S.LL35tiH]YSSMN `NOL`JNIX3l J $ t rzs MN3 l N30AVN S9 8 55 SV b ,3L (dna5d) NVId 3S( ONV 1N3Wd013A343115 ® AatlNIWi"13tid ' '� Z Q Q -ad i:)IHiSIQ 1N3WdOlIA3C1 (13NMdld 3H12 = w Z z ON1SNVdX3 S(dWt7 N S37N3175 3d11 ®3SOd021d i 9 x gY s m$ gas rr y I $ 3 r E� y� 8 t •� �r I 1 I �. r 3111111{_ ' i 5y .I \ p e M Eli a v' i - � � 7 F J N { a, r s m � I t � E , gi b Y - � � 7 F J N { H ill 83NMO N30AVH ONINfdN3 :lN )IIddVIN3NM0 o 51135nN3V5SVW.'rv01']N1X3I z, F- mu 3nN3AY tJ3nAVH S9 ?3 SS Str ,� m - 2 a Eso a @ # m QnaSd) NVId 3sn (IRV iN3WdOl3A34 31lS .tdVNIWl19'dd � w M Z 0d 1312l1SI01N3WdO13A3® a3NNt/ld 3H12I03 s w z A W-11 a "ash - NOISNVdX3 sndWV3 S33N313S 33Il 03SOdOHd g o s $ =gg , LLI S J r Hg m3 I £ 1 S i b d 6 $ g\ s D i 8 r � i 1 1 y �Ia . it . 1 i El ds d _' JJI I.s t ., f J 41 mn& k i OSS, ^� 55 ,,44pp f I 4I €$ 1 , F )� �'� 'Pr w �a su3snroossaw 'NOiDNC3� w a anNanv Naa;.vH ss 1 ss se a � Q (dn(]Sd) Ntlld 3sn 0NV 1N2M013AM 3115 AdVNIW112dd U = r -F Z-dd iMUS14 1N3WdO13A34 43NNVld 3Hl 2104 1 o z w J o�E NOISNVdX3 sndWV0 SIDNIDS ]All 43SOdO21d � ra v w wx a a m \ o00 0 X o o w a a w w o o p 000 0 ? s�A e � ✓ a � 1 I � .. „, A•, i 1 N( � � � 11 I i t III �• I i {� .Y � ry `C)� IC ' • i 11i ", F ��i �IDll,tiCll(�! 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V G �� r �j / ,'�' ti rk lmrp a �' ✓ �( ","I" 6, b m 0 D—NMON30— DNIA —D 1— Ildd -3NM0 z Q fl c° e `N0 19NS 3 3nN3AV 130 A ry J N M NeE (df45d) Ntlld 35f 4Ntl 1N3WO13ATI 3115 AdVNI WSb w g w ae= -� ��" IN Z-dd iMUSI4 1N3WdO13A34 43NNVld 3Hi WA J NOISNVdX3 sndWVO SIDNIDS ]All 43SOdO'dd a � w 0 z w w J � 0D I I I I I I it I I it I I 1 I I I I it I I I i I � I I s , - i y it I I I I ��loljl Il- I I I _ ,. II (�� I �— II � Z I 4 .j I, I I , I— I ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) Project Address: 45, 55, 65 Hayden Avenue Lexington, MA 02420 Prepared: Revised: Project Number: August 23, 2017 September 22, 2017 17007 Prepared for: CRP /King Hayden Owner LLC King Street Properties 200 Cambridge Park Drive Cambridge, MA 02140 Prepared by: Highpoint Engineering, Inc. Canton Corporate Place 45 Dan Road, Suite 140 Canton, MA 02021 www.highpointeng.com ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) TABLE OF CONTENTS TABLEOF CONTENTS ................................................................................................................ ..............................1 INTRODUCTION....................................................................................................................... ..............................2 ENVIRONMENTAL IMPACT ASSESSMENT ................................................................................. ..............................3 INFRASTRUCTURE ASSESSMENT .............................................................................................. ..............................9 APPENDIX A Sewer Capacity Analysis APPENDIX B Stormwater Management Analysis APPENDIX C Fire Apparatus Access Analysis 1 INTRODUCTION ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) This Environmental Impact and Infrastructure Assessment (The Report) is submitted to the Town of Lexington to accompany a Preliminary Site Development and Use Plan ( PSDUP) Application for a Proposed Life Sciences Campus Expansion at 45, 55, and 65 Hayden Avenue in Lexington, Massachusetts (The Project). The Project Proponent, CRP /King Hayden Owner LLC seeks approval of a zoning petition to allow expansion of the existing life sciences campus through the construction of a new laboratory building and structured parking garage within the present CD -9 zoning district. When approved the PSDUP and related zoning amendment will change the designation of the current CD -9 district to a PD -2 I Planned Development District (PDD — hereafter referred to as The District). The PSDUP Application including all accompanying plans, reports, and zoning amendments are referenced throughout this Report. Refer to those specific documents as necessary. The Project scope includes the following: • A 220,000± GSF four -story laboratory building and mechanical penthouse within an existing surface parking lot. • A 9 -level structured parking garage within an existing surface parking lot. • Site improvements to support The Project including vehicular /pedestrian access drives and walkways interconnecting the new buildings to the existing campus, surface parking, landscape /hardscape amenities, and building service connections to public /private utilities. • Environmental improvements including reduction of impervious cover, implementation of Low Impact Development (LID) techniques, removal of two drainage culverts, and enhancements of wetland resource area buffers and intermittent stream channel corridor, to improve watercourse function and promote wildlife habitat. Refer to the body of this report for Project analysis with respect to environmental and utility infrastructure impacts and associated mitigation. 2 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) ENVIRONMENTAL IMPACT ASSESSMENT I. Project Summary Existing Site Conditions The Project site is located within the current CD -9 Zoning District located specifically at 45, 55, and 65 Hayden Avenue in Lexington, Massachusetts. The District consists of two parcels of land: 45/55 Hayden Avenue and 65 Hayden Avenue; both owned by the Proponent and total approximately 37.4 acres of land. The Proponent seeks to amend the current zoning regulating the CD -9 District, changing the designation to a Planned Development District (PD -2) and modifying zoning to allow additional commercial development expansion within the District. The Proponents vision is to create a premier life sciences campus within South Lexington. The District development dates to 1973 and has periodically expanded over the years. In 1997 the District zoning was amended to allow campus expansion for construction of 45 Hayden Avenue. In 2009 the District zoning was again amended to allow campus expansion for construction of a building addition at 65 Hayden Avenue and a 300 space structured parking garage. Subsequent projects enhancing the campus include building renovations, exterior and entry improvements, surface parking expansion, site lighting retrofits, and building identity /wayfinding signage upgrades under the 2009 zoning amendment. Located adjacent to and north of the District is the Hayden Woods Conservation Area which includes bordering vegetated wetlands that are contiguous to both the District and the Conservation Area. Under the 1997 PSDUP mitigation commitments, a Conservation Easement was established along the north and east areas of the property, located contiguous to Hayden Woods. The Conservation Easement was granted to the Town to help preserve the natural wetland resource areas associated with Hayden Woods. Located within the Conservation Easement are uplands, bordering vegetated wetlands, a perennial stream within the east quadrant of the District, and a potential vernal pool as depicted on the latest MassGIS database located along the north property line of 45/55 Hayden Avenue and the Hayden Woods. The properties within the District have changed ownership over the years. More recently Cubist Pharmaceuticals operated their corporate headquarters and research /development operations at the campus. Cubist was purchased by Merck in 2015 which resulted in a temporary reduction in employee use. The campus was then purchased by the Proponent, who has been working with the Town to re- purpose the campus for multi- tenant life sciences occupancy. Project Scope ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) The Project scope includes the following: • A 220,000± GSF four -story laboratory building within an existing surface parking lot. • A 9 -level structured parking garage within an existing surface parking lot. • Site improvements to support The Project including vehicular /pedestrian access drives and walkways interconnecting the new buildings to the existing campus, surface parking, landscape /hardscape amenities, and building service connections to public /private utilities. • Environmental improvements including reduction of impervious cover, implementation of Low Impact Development (LID) techniques, removal of two drainage culverts, and enhancements of wetland resource area buffers and intermittent stream channel corridor to improve watercourse function and promote wildlife habitat. The Project's strategic positioning within the site minimizes impacts to natural areas by substantially developing the Project within previously disturbed areas and surface parking lots. In some areas of the site, existing impervious surfaces located near bordering vegetated wetland areas will be removed to increase vegetative open space adjacent to these resource areas. In addition to the building construction, two culverts will be removed and replaced with open stream channel segments, providing a single contiguous watercourse channel throughout the campus more than 650 feet in length. Existing pedestrian pathways crossing bordering vegetated wetlands will be relocated and designed as bridge crossings to span the width of the stream channels minimizing impacts. I. Stormwater and Groundwater The CD -9 district contains approximately 37.4 acres of land in two parcels, which includes approximately 462,500 sf (10.6 acres) of bordering vegetated wetlands within the District limits. Based upon the USDA — Soil Conservation Service Maps for Lexington, the underlying soils within the proposed development area of 45/55 Hayden Avenue include the following: ➢ Udorthents —Urban Land Complex (Hydrologic Soil Group (HSG) —D) ➢ Udorthents —Wet Substratum (HSG -D) ➢ Freetown Muck — (HSG -D) ➢ Ridgebury Fine Sandy Loam — (HSG -C) ➢ Paxton Fine Sandy Loam — (HSG -C) Groundwater is generally estimated to be 12 " -48" below grade in the Ridgebury, Paxton, and Udorthents — Urban Land Complex soil groups depending on surface elevation and wetland adjacency. 4 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) Groundwater listed for other soils is estimated to be approximately 12 " -24" below grade. Soil testing conducted over the years confirms the soil classification and approximate groundwater depths noted above within the developed areas. Based upon the MassGIS database, the westerly side of the District is tributary to the Hobbs Brook and Stony Brook Watersheds which serve the Hobbs Brook Reservoir, the public water supply for the City of Cambridge. The reservoir is protected as a Class A water body and is considered an Outstanding Resource Water. The 1997 Amended PSDUP and subsequent DSDUP development plan for 45 Hayden Avenue incorporated a stormwater mitigation plan that included a closed drainage system and hydrodynamic separators with discharge to wet pond stormwater facilities with outflow to existing bordering vegetated wetland areas on the site. The 2009 Amended PSDUP and subsequent DSDUP development plan for 65 Hayden Avenue incorporated a stormwater mitigation plan that included hydrodynamic separators, an extended detention basin, subsurface detention facility, and pervious pavers within emergency access driveways. The 2016 Site Modification and Parking Expansion project incorporated a stormwater mitigation plan that included hydrodynamic separators, modifications to an existing detention /infiltration basin, subsurface stormwater detention facilities, and pervious pavement to minimize increase in impervious cover and Phosphorous loading discharge to Class A water associated with Hobbs Brook. The 2016 Parking and Site Improvements project also included improvements to existing intermittent stream channels that flow through the site. This included removal of sediment and debris from the channels, removal of invasive vegetation within the channel bordering vegetated wetland and buffer, reconstruction of a deteriorated stream channel to promote positive drainage throughout the site, and inspection of existing culverts to assess structural condition. The work is required to improve current drainage conditions within the campus. This work is regulated under an existing Order of Conditions issued by the Lexington Conservation Commission and is scheduled to be completed by September 2017. Proposed Conditions The development program within the initial development area includes the construction of a 220,000 GSF laboratory building, a nine -level structured parking garage, and related site and infrastructure improvements. Appropriate pre- and post- construction erosion control measures will be incorporated into the definitive design, and a Notice of Intent will be filed with the Lexington Conservation Commission for approval of all work within areas regulated by the Wetlands Protection Act and Lexington Wetland By -law. Where tree removal occurs within the buffer zone, the project will mitigate tree impacts as regulated by the Lexington Wetland Protection Bylaw and required by the Conservation Commission. 5 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) The Project will result in a net decrease in impervious cover by between 25,000 sf- 30,000 sf, qualifying the project as a "Redevelopment" under the Massachusetts Stormwater Management Handbook. Stormwater collection, pre- treatment, and peak flow attenuation will be provided in accordance with the Handbook and the Lexington Stormwater Management Regulations. Within the developed area a new drainage collection system will be constructed with discharges to existing stormwater outfalls located to the extent practicable to minimize disturbances to buffer areas in proximity to bordering vegetated wetlands. Stormwater mitigation methods being considered for the Project include: Best Management Practices (BMP's) including structural and non - structural techniques outlined in the Massachusetts DEP — Stormwater Management Handbook including closed drainage collection system, hydrodynamic separators, and subsurface detention facilities. Subsurface groundwater recharge will be provided where groundwater elevations and permeable soil conditions allow, and water quality improvements will be designed to treat runoff from contributing paved surfaces. • Low Impact Development (LID) techniques including grass paver surface treatment for emergency vehicle access driveways around the parking garage will be provided. The design of site specific BMP's appropriate for this development will be advanced during the definitive design phase. A final stormwater management design and report will be submitted to the Permit Granting Authority (SPGA) and the Lexington Conservation Commission through the submission of a Notice of Intent. See Appendix B — Stormwater Management Analysis with this report for a summary of the initial hydrologic analysis, proposed stormwater mitigation, and BMP's to be used for the Project. II. Wildlife and Vegetation The site is predominately developed within the upland areas of the District. Upland vegetation includes a mixture of mature trees, shrubs, groundcover, and lawn. Specialty plantings and vegetation enhance the building entries and exterior courtyards. The Project seeks to maintain the mature trees and vegetation that provide a natural buffer between Hayden Avenue and the existing buildings. Mature tree loss will be concentrated at the parking islands and wooded areas adjacent to the existing surface parking lot. Where existing surface parking is replaced by open space, areas will be planted with non - invasive species in accordance with Town of Lexington Plant Materials Guide. Landscape materials will be installed at select locations throughout the Project to maintain the "campus" aesthetic of the area. The District has undergone two separate bordering vegetated wetland delineations within the last eight years, and all bordering vegetated wetlands are located and shown on the PSDUP Regulatory Plans. The Lexington Conservation Commission has issued an Order of Resource Area Delineation (ORAD) for both 45/55 and 65 Hayden between 2009 and 2015. Subsequently the Commission issued 6 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) an Order of Conditions in February 2017 regulating the Site Improvement and Parking Expansion project that is currently ongoing. The wetland boundary noted on the latest Order of Conditions will be the basis for establishing developable area within the District. Based upon Wetland Delineation Reports prepared for prior campus projects, the site falls outside of any known Estimated Habitat of Rare Wildlife or Priority Habitat of Rare Species. A potential vernal pool is located along the north boundary of 45/55 Hayden Avenue and the Hayden Woods Conservation Area. Modifications to the northerly access road and reduced impervious cover adjacent to the potential vernal pool will improve the buffer condition within this area. The Project will enhance the existing intermittent stream corridor that extends through the site, and the removal of two culverts will allow reconnection of segmented drainage channels resulting in a single, naturalized channel segment more than 650' in length. This new natural stream channel corridor will improve wildlife habitat within the site, promote areas for sheltering and foraging as well as improving water quality within the watercourse. III. Noise Potential noise impacts associated with the Project may be attributed to rooftop mounted mechanical equipment required for heating, cooling, ventilation, and air supply /exhaust vents for the laboratory. To mitigate these impacts the building design will include a rooftop equipment acoustic penthouse enclosure and screen walls to dampen potential increases in noise levels. Understanding the community's sensitivity to potential increases in noise levels, the Proponent will retain an acoustic consultant to conduct a survey of background noise levels. The existing conditions noise level baseline will be used for future mechanical equipment selection and acoustical damping design opportunities to ensure compliance with the requirements of the Massachusetts DEP noise regulations and the Lexington Noise Ordinance. IV. Air Quality The Project is not anticipated to be subject to MEPA jurisdiction and the procurement of air quality permits for the facility is not anticipated. Regarding potential increases in greenhouse gas emissions, the Proponent will consider implementing LEED design initiatives to reduce emissions. Air quality will directly benefit from this strategy using building materials and energy- efficient mechanical systems to reduce energy consumption. Additionally, the proposed Transportation Demand Management Plan to be implemented by the Proponent will promote the use of public - transportation, carpooling, and alternative transportation modes thereby reducing single- occupancy commuter vehicle trips and reducing carbon emissions associated with fuel consumption. 7 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) V. Historical and Archaeological A review of the 2014 MassGIS database indicates that there are no Historical or Archaeological Assets mapped within the project site. Furthermore, prior review of Massachusetts Historical Commission files indicated no Historical or Archaeological Assets are located on the property. 8 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) INFRASTRUCTURE ASSESSMENT I. Sanitary Sewer /Wastewater The municipal sewer collection system within the site area is connected to the regional MWRA sewer collection system, which ultimately flows to the Deer Island Wastewater Treatment Plant in Boston, Massachusetts for treatment and disposal. Presently the buildings within the district are served by two (2) 8 -inch gravity sewer mains that originate from the 45/55 Hayden Avenue building. These include: • 55/65 Hayden Sewer — 8" sewer that exits the west side of 45/55 Hayden Avenue and flows west /northwest to an existing 16" municipal sewer collector located within the Hayden Woods Conservation Area. This sewer serves a portion of 45/55 Hayden Avenue, 65 Hayden Avenue, and structured parking garage. 45 Hayden Sewer — 8" sewer that exits the north side of 45/55 Hayden Avenue and flows north from the building, through the existing surface parking lot, and to a 16" municipal sewer collector located within the Hayden Woods Conservation Area. This sewer serves a portion of 45/55 Hayden Avenue and basement parking garage. Estimated sewage discharge from the Project is approximately 16,626 GPD. For the Project, a segment of the 45 Hayden Sewer will be relocated to accommodate the footprint of the new building. All sewer relocation work will occur within the District. The relocated sewer will continue to serve a portion of 45/55 Hayden Avenue and basement parking garage, the proposed building, and proposed structured parking garage. The sewer will also follow the same general alignment and slope as the existing sewer. The sewer relocation is depicted on the PSDUP Utilities Plan and will be further detailed upon preparation of definitive engineering plans for the project. The Project does not result in any increase in wastewater discharge to the 55/65 Hayden Sewer. The Lexington Engineering Department has requested that a Sewer Capacity Analysis be conducted of the first three segments of municipal sewer downstream of the Project connection point. The analysis takes into consideration existing flows from the District, as well as contributing flows from residential areas and the 91 Hayden Avenue Sewer Pump Station. During the study Highpoint noted that there is a pipe diameter discrepancy in segments of the municipal sewer pipe between the town GIS sewer maps and the record sewer plans. The discrepancy is whether the receiving sewer is 16" or 24" in diameter. The capacity analysis assumes the most restrictive pipe segment is 16" diameter. The analysis concludes that when combining existing and proposed Project sewage flow, the private 8" sewer serving 45 Hayden sewer operates at 21% of pipe capacity, and the 16" sewer serving the district operates at 65% of capacity when applying a peaking factor of 4.0. ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) See Appendix A for Sewer Capacity Study Analysis and its conclusions. II. Water Supply The municipal water supply serving the District is connected to the Massachusetts Water Resource Authority (MWRA) regional water distribution system, which is controlled locally by the Lexington Water Department. A 12" dia. water main within Hayden Avenue provides water to the CD -9 district. An 8" dia. water main extends into the property from the 12" water main in Hayden Avenue. The water main provides both domestic and fire protection water services to the existing building. The domestic water demand is estimated to be 1.1 times the estimated sewage generation, or approximately 18,290 gpd. This does not include make -up water for building mechanical /cooling systems or irrigation. Based upon discussions with the Lexington Engineering Department, there is adequate operating pressure and flow within the municipal system in this area of town to serve future development. Hydrant flow testing will be performed and overseen by the Lexington Department of Public Works to obtain water pressure and flow data for future design of the domestic and fire protection water systems for the Project. III. Fire Suppression /Access As noted in the Water Supply section, a 12" dia. water main within Hayden Avenue provides water to the District, with an 8" dia. water main extending into the property from Hayden Avenue. This 8" dia. water main supplies both domestic and fire suppression water systems to all buildings throughout the campus. Hydrant flow testing conducted for prior campus projects indicates there is adequate flow and pressure to serve the Project. Existing buildings are served by a wet fire suppression system with standpipes located in stairwells for fire department connection to supplement flow and pressure to the system in the event of a fire. The 65 Hayden Avenue parking garage has a dry sprinkler system. Based upon the record hydrant flow test data available for the campus, and past construction projects completed within the District, it is assumed that adequate fire flow and pressure exist within the existing campus water system to serve the Project. The laboratory building will be equipped with an automatic wet sprinkler fire suppression system. The parking garage will not have a sprinkler fire suppression system except for the below -grade portion of the structure. Stand pipes for hose connection within the garage will be located with the stairwells or as determined by the municipal fire prevention officer. Fire suppression system design for the Project will be designed in accordance with NFPA 1 (Fire Code), 527 CMR 10.00: Massachusetts Board of Fire Prevention Regulations, and Lexington Fire Department requirements. A Fire Access Study Plan has been completed to depict apparatus access points and minimum hose radius points to show 360° hose access around the buildings as required by their specific rating. 10 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) See Appendix C for the Fire Access Study Plan. IV. Stormwater The District is served by a series of stormwater management systems that have been constructed as part of previous development projects. These systems are typically closed drainage systems connected to surface and subsurface stormwater Best Management Practices (BMP's) that include structural methods for controlling peak runoff rates, improving water quality, and promoting infiltration. Existing BMP's include the following structural practices: • Catch basins with Sumps • Hydrodynamic Separators • Stormwater Wet Ponds • Extended Detention Basin • Pervious Paver Driveway Surfaces The maintenance of the listed BMP's is regulated by three separate Operation and Maintenance (O &M) Plans prepared for prior projects developed within the District and approved by the Lexington Conservation Commission including: • Expansion of 45 Hayden Avenue in 1998 • Expansion of 65 Hayden Loading Dock in 2001 • Expansion of 65 Hayden Avenue in 2010 A detailed inventory and condition assessment of the existing drainage infrastructure and structural BMP's on campus is ongoing. It is the Proponents intent to develop a comprehensive O &M program for the entire campus in conjunction with the Project, to allow documentation of required inspections, maintenance work, and reporting to the Conservation Commission under one O &M Plan. A new stormwater management system will be developed to serve the Project. This system will enhance water quality, promote groundwater recharge, and attenuate existing rate of runoff in conformance with MassDEP and Lexington Stormwater Management By -law requirements. This will be achieved by implementing the following: • Reduce impervious cover by approximately 25,000 — 30,000 sf. • Install pervious pavers to promote infiltration and reduce impervious cover for walks and emergency access drives. • Re- direct roof runoff to an underground stormwater recharge facility prior to surface discharge. Promote storage and recharge of total increase in runoff volume for the one - year design storm. 11 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) • Install deep sump catch basins and hydrodynamic separators to polish the first flush of runoff prior to surface discharge. • Install subsurface detention facilities throughout the Project site to reduce existing peak rate of runoff in accordance with Lexington Stormwater Management Regulations. The Project will approximate existing drainage patterns with discharges located at the same general locations as those under existing conditions. It will be necessary to relocate existing campus drainage infrastructure that is located within the Project area. Soil testing conducted for prior projects has been used in the initial analysis. Additional soil testing will be performed within the underground stormwater management areas prior to definitive design confirm soil and groundwater conditions for the final design. This strategy may be modified upon completion of the field investigation. A preliminary stormwater analysis has been conducted for the Project to identify appropriate design and location of the selected BMP's. The definitive stormwater management system design will be completed in conformance with the requirements of Massachusetts DEP - Stormwater Management Handbook and the Lexington Stormwater Management By -law. V. Electrical NSTAR provides electrical service to the Town of Lexington. It is assumed that adequate electric grid capacity exists within South Lexington to service this project. Upon development of the building systems design, a calculation of electrical load projections and application for upgraded service will be made to NSTAR. VI. Gas Keyspan provides natural gas service to the Town of Lexington. It is assumed that adequate natural gas pressure and capacity exists within South Lexington to service this project. Upon development of the building systems design, a calculation of gas load projections and application for upgraded service will be made to Keyspan. 12 ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) Appendix A Sewer Capacity Analysis 13 Hi IN ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) 1 M O TZ t Sewer Capacity Analysis 13 FUGHPOINT September 20, 2017 Mr. John Livsey Town of Lexington Samuel Hadley Public Services Building Re: PSDUP- 45,55 and 65 Hayden, Campus Expansion- Sewer Capacity Analysis Dear John, The purpose of this study is to evaluate the sewer system capacity in the Hayden Ave /Hayden Woods area of Lexington, MA as part of the Preliminary Site Development Use Plan (PSDUP) expected to be proposed at an October Special Town Meeting. The system is owned and operated by the Town of Lexington. This analysis shows that there is adequate capacity in the municipal system to accommodate the proposed development. As part of the PSDUP coordination and application process with the Town of Lexington, the Engineering Department has requested this analysis be provided. The proposed development plan consists of two new buildings, a new 220,000 +- gsf life sciences facility and a new 361,000 gsf, 9- level parking garage (The Project). Figure 1 shows the proposed development plan and surrounding area highlighting the existing sewer system. The proposed development will increase sewer flows to the municipal system. Existing sewer flows contributing to the study segment include force main flows from the existing 91 Hayden Ave Pump Station, gravity flows from 28 residences and gravity flows from the existing 45/55/65 campus. Post development, combined flows from the existing and proposed project will flow by gravity utilizing existing sewer infrastructure flowing north through Hayden Woods via a 16" gravity pipe to Valleyfield Road. The project design will be further design - developed, pending town meeting PSDUP approval, with a Notice of Intent and Site Plan Approval application, submitted for approval of the definitive design, typical of projects this size. Introduction The Town of Lexington requires that the gravity collection system be analyzed based on the expected sewage discharge increase from the Project. This capacity assessment will analyze the following: • Current flow from the 91 Hayden Ave Pump Station; • Current flow from the Woodcliff Road residential neighborhood; • Current flow from the existing buildings at 45, 55 and 65 Hayden Ave; • Future flow projections from the Project; and • Review of Town of Lexington Sewer Record Plans (GIS and record) Fhghpoint Engineering Page 1. of 3 Canton Corporate Place 45 Dan Road � Suite 1.40 Canton, MA 02021 Current and Future Flows Hayden Ave Pump Station Based on information provided by Mike Flamang (2014), Town of Lexington Engineering Department, the maximum discharge rate from the Hayden Ave Pump Station is 750 gpm. Existing Campus Development 45155165 Hayden Ave: Estimated existing sewage flows (Title V), from 45/55/65 Hayden Ave is 36,647 gpd. Estimated flows are based on square footage and use. See Attachment B- sewer flow calculations. Woodcliff Road- Munroe /Normandy Drive residential contributing flows. Estimated contributing flows (Title V) from the residential area is 12,120 gpd. Based upon the study area identified by the Engineering Department, 28 homes contribute to the gravity sewer. Information on bedroom count was obtained from the Town of Lexington Assessor's database. The contributing residential flow was calculated as 28 homes with a cumulative total of 111 bedrooms. Proposed Project Development Plans (PSDUP plan) Estimated proposed sewer flows (Title V) from the Project is 16,626 gpd. Estimated flows were based on a new 220,000 +- gsf office /lab and a 361,000 +- gsf garage. Highpoint has utilized a peaking factor of 4.0 for the purposes of this analysis for all gravity peak flow estimates. Table 1: Summary of Existing vs Proposed Sewage Flows at Municipal Sewer Existing Sewer Flows (peak) Proposed Sewer Flows (peak) % Increase 941 gpm 974 gpm 4 Gravity Sewer Capacity Analysis For the purposes of this analysis, the system capacity was analyzed at existing Manhole #63 located in Hayden Woods, north of the site, and shown on Figure 1. Assuming a peaking factor of 4.0, the estimated flow is 974 gpm. The flow -full capacity, based on Manning's Equation, and record plans from the Town of Lexington, is 1520 gpm. The pipe was analyzed as a 16" A.0 pipe using record plan information. It should be noted that the town GIS (shows a 24" pipe) and record plans differed. For the purposes of our capacity analysis, we used the more restrictive 16" A.C. Based upon this analysis, there is adequate capacity in the existing system to accommodate an increase in sewer flows from the Project. See Attachment C- Pipe Capacity Analysis Page 2 of 3 Conclusion Sewer Pipe Capacity Analysis of the existing district and proposed project is provided in Attachment C. The Hayden Woods municipal sewer to Valleyfield Road is a series of 16" AC pipe at .0014 slope. Combining all existing and proposed flows, and applying a 4.0 peaking factor, the 16" A.C. pipe will flow at 65% of capacity. This has been determined to be the most restrictive sewer segment within the study area. Based on this analysis, it is our opinion the existing municipal sewer system has adequate capacity to accommodate the proposed project. Final design plans for the sewer system will be advanced as the project is further developed, post PSDUP phase and will be submitted to the Lexington Engineering Department for Approval. Best regards, HIGHPOINT ENGINEERING Derek B. Redgate, PE Senior Project Manager Cc: Doug Hartnett, Highpoint Engineering Robert Albro, King Street Partners Page 3 of 3 Attachment A- Figure 1 Sewer Collection System q Z s - 4 ®•',e ? Y f y c R. to Gays Jll H 10,0 IMAVN 9NIM /difJ �LR'Jllddtl /NBllAO 51131— vs5tlW'N019NIY3l 3fIN3Atl N30AtlH 59955'54 Z-Od IDWiSIO lN3MOUAM O3NNVId I dnGSd SISXIVNV ),IIDVdV3 2IIM35 $ o €a e n r a z Z w J I.LI w J 01 i t • °- c @ G 3 - �y —cam... b N O) p� G Z LL n .Q E L m m 4z1 cGO 0- o W co N W d U lA w 0 0 \ 00 3 \ b � o >y I IN O F- e /U y0 2e �v w U� N W ti r W O Q j e o o z tt O 0 U O U Attachment B- Sewer Flow Calculation 55 & 65 Hayden Avenue 12210.00 gpd 65 Hayden Avenue: multi - tenant (lab /office) 198,960 sf 75 gpd /1000 sf = 14922 gpd 65 Hayden Avenue: multi- tenant (garage) 180,000 sf 0.5 gpd /1000 sf 90 gpd 55 Hayden: Shire (office) 109,672 sf 0.5 gpd /1000 sf 8225.4 gpd Subtotal 488,632 23237.40 gpd Contributing Residential Area Woodcliff Road - Munroe /Normandy Drives (28 SFH; bdrm count per Assessors database) 111 bdrm 110gpd /bdrm = 12210.00 gpd Subtotal Total 12210.00 gpd Total Estimated Existing Gravity Sewage Flow (to MH 63 via 16" east through Hayden Woods) = 35447.40 gpd Estimated time duration of flows on normal day (6:00 am - 11:00 pm) = 17 hours Total Estimated Existing Gravity Sewage Flows, Excluding Pump Station Discharge (17 hours) = 2085.14 gal /hr = 34.75 gpm Estimated Peaking Factor (4.0) = 4.00 gal/hr Existing Peak Flow (8" west) = 139.01 gpm Hayden Avenue Pump Station 4.00 Maximum Pump Station Discharge = 750.00 gpm Correspondence with Mike Flamang - Lexington Eng. Dept. Project (Proposed) Summary of Existing Flows (To MH 63 via 16" East Through Hayden Woods) 75 Hayden (lab /office) 219,279 sf 75 gpd /1000 = 16445.93 Total Flow (16" East) = 889.01 gpm II. Combined Existing and Proposed Sewage Flow Estimate (To MH 63 via 8" North From Protect Site) 45 Hayden Avenue (Existing) 45 Hayden: Shire (office) 68,758 sf 75 gpd /1000 sf = 5156.85 gpd 45 Hayden: Shire (garage) 19,368 sf 0.5gpd /1000 sf = 9.684 gpd Subtotal 88,126 sf 5166.53 gpd Total Estimated Existing Gravity Sewage Flow (To MH 63 via 8" North From Project Site) = 5166.53 gpd Estimated time duration of flows on normal day (6:00 am - 11:00 pm) = 17 hours Total Estimated Existing Gravity Sewage Flows (17 hours) = 303.91 gal/hr = 5.07 gpm Estimated Peaking Factor (4.0) = 4.00 Existing Peak Flow (8" North) = 20.26 gpm Project (Proposed) 75 Hayden (lab /office) 219,279 sf 75 gpd /1000 = 16445.93 gpd 75 Hayden (garage) 360,883 sf 0.5gpd /1000 sf = 180.44 gpd Subtotal 580,162 sf 16626.37 gpd Total Estimated Proposed Gravity Sewage Flow (To MH 63 via 8" North From Project Site) = 16626.37 gpd Estimated time duration of flows on normal day (6:00 am - 11:00 pm) = 17 hours Total Estimated Proposed Gravity Sewage Flows (17 hours) = 978.02 gal /hr = 16.30 gpm Estimated Peaking Factor (4.0) = 4.00 Proposed Peak Flow (8" North) = 65.20 gpm 45 and 75 Hayden Avenue (Existing + Proposed) Combined Existing + Proposed Flow (8" North) = 85.46 gpm III. Overall Sewage Flow Estimate (Existing and Proposed) to MH 63 Overall Combined Flow to MH 63 (Existing + Proposed) = 974.47 gpm Attachment C- Pipe Capacity Analysis (Manning's) a.�! 'o S 5 U) 0 _0 Sim 0 CL Sm Z: cl a m a > X E 0 0 E 0 0 > EL u. (9 cN Im Im 13 O tq .1 1. Iq 10 -5 E IN 16 d O1 16 CY 22 10 < o cD 0 cD La Im O E lo lo 6 6 2i I? w 'oEl. Q m 0 o ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) Appendix B Stormwater Management Analysis 14 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................................ ..............................1 INTRODUCTION....................................................................................................................... ..............................2 METHODOLOGY...................................................................................................................... ............................... 3 RAINFALLDATA ....................................................................................................................... ..............................4 SOILSDATA .............................................................................................................................. ..............................4 PRE - DEVELOPMENT CONDITIONS ............................................................................................ ..............................5 POST - DEVELOPMENT CONDITIONS .......................................................................................... ..............................6 STORMWATER MITIGATION .................................................................................................... ..............................8 CONCLUSION........................................................................................................................... ..............................9 APPENDIX A Watershed Maps • Pre - Development Watershed Map • Post - Development Watershed Map APPENDIX B Hydrologic Calculations • Pre - Development Hydro CAD Report • Post - Development Hydro CAD Report 1 INTRODUCTION STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts This analysis summarizes pre- and post - development stormwater impacts associated with the proposed parking expansion and site improvements for the former Cubist campus (hereafter the Site) at 45, 55 and 65 Hayden Avenue in Lexington, Massachusetts. The Site, which comprises two parcels totaling approximately 37.38 acres, forms the CD -9 Zoning District, for which the zoning was amended in November 2010 to allow expansion of the laboratory and the construction of the parking garage on the 65 Hayden parcel. The Site is bounded by the Hayden Woods Conservation Area to the north, Hayden Avenue to the south, Ledgemont Research Park to the west, and Synageva Biopharma to the east. The undeveloped portions of the north and east areas of the Site are encumbered by a Conservation Restriction. The western portion of the Site is located within the Hobbs Brook Reservoir Watershed, a surface drinking water supply serving the City of Cambridge and considered an Outstanding Resource Water (ORW). Work associated with this project includes: • Construction of a 1,075 -space structured parking garage in the existing parking lot north of 45 Hayden. • Construction of a 220,000± sf lab /office building within the existing parking lot north of 55 Hayden. • Construction of new stormwater management systems with connections to existing on -site stormwater infrastructure to mitigate peak runoff rates and impacts to water quality. • Construction of raised footbridge circulation between the new lab /office building, the new garage, and the existing 45 Hayden main building entrance and parking area. • Realignment and improvement of an existing paved ring road north of the proposed project site • Restoration of natural stream channel connections. • Restoration of natural vegetative corridor adjacent to stream channel connecting Hayden Woods to intermittent stream channel and vegetated wetland system. • Improvements to site utilities, landscape, lighting, pedestrian access, and Hayden Woods trailhead access. For detailed information regarding existing site conditions and proposed development, refer to the plans entitled, "Proposed Life Sciences Campus Expansion for the Planned Development District PD -2," dated August 23, 2017 and prepared by Highpoint Engineering, Inc. 2 METHODOLOGY STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts The hydrologic analysis models the pre- and post - development stormwater characteristics for the developed portions of the Site, and compares changes in peak rate of runoff and water quality associated with the proposed development. Where increases to peak rate of runoff or reductions in water quality are identified, Stormwater Best Management Practices (BMPs) and Low Impact Development (LID) techniques are considered. The analysis shall prove that post - development hydrologic conditions generally mimic pre - development hydrologic conditions; that any potential impacts to downstream properties, infrastructure, or environmentally sensitive areas are mitigated; and that local and state stormwater management standards are met. The pre - development hydrologic model establishes the limits of the study area and down - gradient Points of Analysis (POAs), which are dependent on topographic and environmental conditions. The model quantifies sub - watershed stormwater runoff characteristics related to topography, land use /cover types and soil conditions, computing peak runoff rates for specific design storm frequencies under pre - development conditions at the POAs. The post - development hydrologic model analyzes the same study area and accounts for changes in sub - watershed area topography and land use /cover types associated with the proposed development. The model computes the changes to the peak runoff rates at the same POAs, and BMPs are implemented to mitigate stormwater impacts due to development. In addition, BMP's are also implemented to improve water quality and reduce Total Suspended Solid (TSS) pollutant concentrations to satisfy stormwater regulation requirements for the new construction. For this analysis one (1) POA has been established including: POA 1 (Wetland Resource Areas): All existing on -site vegetated wetlands which receive overland and drainage outfall discharges from the limit of work and on -site areas tributary thereto. The hydrologic model, analysis, and proposed mitigation measures have been developed using the following resources: • Hydrologic modeling techniques and methods established in NRCS - Technical Releases No. 20 and No. 55 (TR -20 and TR -55) using proprietary Hydro CAD® stormwater modeling software. • Massachusetts Department of Environmental Protection — Stormwater Handbook Volumes #1 and #2 (as amended). • Lexington Code, Chapter 181, Article VI — "Stormwater Management Regulations." 3 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts RAINFALL DATA Peak stormwater discharges are determined for total rainfall estimated for the 2, 10, 25 and 100 -year storm event recurrence intervals. For this analysis, the values to be used for the 24 -hour rainfall calculations were taken from Appendix 1, Table A1.1, "Massachusetts rainfall data by town and county [inches]" of the Engineering Field Handbook — Chapter 2, March 2013 and are outlined in Table 1 below: Table 1 — Summary of Rainfall Data Rainfall Recurrence Interval 1 24 Hour Rainfall Depth 2 Year Storm 3.16 inches - - - -- - -- - - -- - -- - - - - ------------------------------------------------------------- - - - - -- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 10 Year Storm 4.77 inches - - - -- -- - -- - - -- - -- - - - - ---------------------------------------------------------------t------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 100 Year Storm 1 8.62 inches While the project will result in a 0.70 -acre net decrease in impervious site area, the analysis of the limit of disturbance while considering existing impervious surfaces therein as open space per the Lexington Wetland Regulations results in a 3.52 -acre net increase in impervious site area for the purposes of this analysis. The stormwater management system and BMPs are designed to mitigate water quantity and quality impacts through implementation of new underground modular detention chamber systems; new proprietary water quality units; and, where feasible, re -use of existing water quality units currently treating parking lot runoff from 45 and 55 Hayden parking areas. New provisions for groundwater recharge are limited due to high groundwater table elevations observed during on -site soil investigations associated with previous site improvements. An exception is the area immediately south of the proposed lab /office building due to its high elevation in relation to existing bordering vegetated wetlands and previous soil investigation locations. The redevelopment results in net decreases in peak runoff rates generated by all storm events up to and including the 100 -year storm. The proposed drainage collection system is designed to adequately collect and convey the 10 -year storm event. SOILS DATA Based upon the USDA — NRCS Soil Conservation Service (SCS) Web Soil Survey for Middlesex County, soils underlying the Site are classified as follows: Table 2. — Summary of USDA Soil Classification Soil Classification i Hydrologic Soil Group (HSG) Swansea muck, 0 to 1 percent slopes D Freetown muck, 0 to 1 percent slopes D Ridgebury fine sandy loam, 3 to 8 percent slopes, extremely stony D Whitman fine sandy loam, 3 to 8 percent slopes, extremely stony D Paxton fine sandy loam, 0 to 8 percent slopes, extremely stony C Udorthents, wet substratum N/A Udorthents — Urban land complex N/A On -site soil evaluation was performed by Highpoint Engineering, Inc. on October 4, 2016 in areas deemed feasible for location of new underground stormwater management systems. The test pit observations 4 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts corroborated the soil information provided in the SCS Web Soil Survey for the site and evidence of seasonal high groundwater elevations were observed between 36 and 60 inches below existing grade. Such high groundwater elevations and presence of C/D soils are not conducive to provisions for underground stormwater infiltration systems due to the 24 -inch minimum separation between the bottom of infiltration systems and the seasonal high groundwater table and poor infiltrative capacity, therefore the proposed underground stormwater management systems are designed for detention only. The proposed underground system south of the proposed lab /office building, due to its high elevation in relation to on -site wetland resource areas, is anticipated to be a viable means of stormwater infiltration and has been designed based on typical infiltrative capacity rates for C soils. These soil conditions will be confirmed via deep hole soil evaluation and the drainage design will be adjusted accordingly, if necessary. PRE - DEVELOPMENT CONDITIONS The portions of the existing Site subject to this analysis are divided into twelve (12) sub - watershed areas as described below, and analyzed at the POA described in the "Methodology" section of this report. Existing sub - watershed areas include: E1 - A 19,263 ft2 area consisting of the northernmost portion of the 55 Hayden parking and driveway areas located east of the 65 Hayden parking garage, and adjacent landscape areas. This watershed drains into an existing underground detention system, eventually discharging into an existing drainage conveyance system which flows west to east across the northern portion of the 55 Hayden parking area, eventually discharging to the existing intermittent stream channel in the parking area north of 45 Hayden. E2 — A 22,444 ft2 area consisting of the northeastern -most corner of the parking area north of 45 Hayden and the northeastern -most portion of the existing ring road. This watershed drains into an existing underground detention system, eventually discharging into an existing drainage conveyance system which flows east to west across the northern portion of the 45 Hayden parking area, eventually discharging to the existing intermittent stream channel in the parking area north of 45 Hayden. E3 - A 448,800 ft2 area consisting of the 65 Hayden building roof and outdoor patio, the 55 Hayden loading area, the northernmost limits of the existing ring road, and the vast majority of the large parking areas north of 45 and 55 Hayden. This watershed drains in multiple directions, either via underground drainage conveyance system or overland flow, discharging directly into the bordering vegetated wetland and stream channel systems located at 45 and 55 Hayden. For the pre - development watershed analysis, Table 3 presents a summary of the watershed areas, the weighted TR -55 runoff curve numbers (CN — based on ground cover types), and Times of Concentration (TJ for the existing Watershed Areas: Table 3. — Pre - Development Watershed Area and Runoff Curve Number Watershed Watershed Watershed E1 E2 E3 Area 19,263 ft2 22,444 ft2 448,800 ft2 CN 85 74 80 5 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts POST - DEVELOPMENT CONDITIONS The project proposes several improvements to the existing site in the location of the large parking areas north of the 45/ 55 Hayden building, including: • Construction of a 1,075 -space structured parking garage in the existing parking lot north of 45 Hayden. • Construction of a 220,000± sf lab /office building within the existing parking lot north of 55 Hayden. • Construction of new stormwater management systems with connections to existing on -site stormwater infrastructure to mitigate peak runoff rates and impacts to water quality. • Construction of raised footbridge circulation between the new lab /office building, the new garage, and the existing 45 Hayden main building entrance and parking area. • Realignment and improvement of an existing paved ring road north of the proposed project site • Restoration of natural stream channel connections. • Restoration of natural vegetative corridor adjacent to stream channel connecting Hayden Woods to intermittent stream channel and vegetated wetland system. • Improvements to site utilities, landscape, lighting, pedestrian access, and Hayden Woods trailhead access. New drainage infrastructure will be constructed to service the new building, garage, parking, and landscape areas. Existing water quality units will be re -used where feasible. The total impervious land cover of the affected site area from post - development conditions is 10.29 acres, as opposed to 10.99 acres under existing conditions, although the Lexington Wetland Regulations guidelines for pre - development analysis of impervious surfaces to be disturbed results in an "analysis- based" existing impervious area of 6.78 acres. The 2, 10, and 100 -year storm events will be mitigated for peak runoff through balancing of post - development watershed areas, installation of grass paver fire lane surfaces at new building and garage, construction of an improved outlet control structure at the existing detention basin west of the 65 Hayden loading dock to utilize the excess storage volume available in the basin, and construction of five (5) underground stormwater detention systems and one (1) underground stormwater infiltration system within the project area. The developed site is divided into twelve (12) sub - watershed areas as described below. The eight (8) POA's remain unchanged. P1 - A 73,874 ft2 area consisting of the roof of the proposed lab /office building, landscape areas adjacent to the new building, and parking areas west of the new building. This watershed flows by underground stormwater and roof drain collection systems into a new underground infiltration system to be located south of the lab /office building. The infiltration system comprises (828) stone - embedded StormTank 48 modular chambers. Runoff which is not infiltrated into the ground will overflow by underground pipe and discharge to the existing intermittent stream channel between the new lab /office building and the new garage. P2 — A 15,296 ftZ area consisting of the new loading area at the northeast corner of the new lab /office building, landscape areas adjacent to the loading area, and the portion of the ring road 6 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts north of the loading area. This watershed drains over land into an underground stormwater conveyance system, through which runoff enters a new underground stormwater detention system near the northeast corner of the new lab /office building. The detention system comprises (146) stone - embedded StormTank 24 modular chambers with an impervious liner. Water will discharge at controlled rates to an existing Vortechnics water quality vault which then discharges to the existing intermittent stream channel between the new lab /office building and the new garage via existing flared end pipe outlet. P3 - A 35,787 ft2 area consisting of the surface parking area and portion of the ring road north of the new lab /office building, the portion of the main campus driveway entrance east of the existing 65 Hayden garage, the hardscape of the new lab /office main entrance, and associated landscape areas. This watershed drains over land into an underground stormwater conveyance system, through which runoff enters a new underground stormwater detention system near the southeast corner of the new lab /office building. The detention system comprises (737) stone - embedded StormTank 30 modular chambers with an impervious liner. Water will discharge from the underground detention system at controlled rates to an existing Vortechnics water quality unit which then discharges to the existing intermittent stream channel between the new lab /office building and the new garage via existing flared end pipe outlet. P4 — A 13,454 ft2 area consisting of landscape areas north and west of the new garage and the southern portion of the ring road north of the new garage. This watershed drains over land into a new drainage inlet which discharges to a new underground stormwater detention system near the northwest corner of the new garage. The detention system comprises (298) stone - embedded StormTank 18 modular chambers with an impervious liner. Water will discharge from the underground detention system at controlled rates to an existing Contech CDS water quality unit which then discharges to the existing intermittent stream channel between the new lab /office building and the new garage via existing flared end pipe outlet. P5 — A 46,045 ft2 area consisting of the new garage deck and the new garage entrance driveway. This watershed drains via roof deck drainage collection system and underground stormwater conveyance system into a new underground stormwater detention system located on the south and east sides of the new garage. The detention system comprises (977) stone - embedded StormTank 24 modular chambers with an impervious liner. Water will discharge from the underground detention system at controlled rates to another underground detention system downstream, eventually discharging to the existing intermittent stream channel between the new lab /office building and the new garage via existing flared end pipe outlet. P6 — A 2,885 ft2 area consisting of the landscape area at the southwest corner of the new garage. This watershed drains directly into a new underground stormwater detention system located near the southwest corner of the new garage. The detention system comprises (132) stone - embedded StormTank 24 modular chambers with an impervious liner and also receives controlled inflow from the underground detention system associated with watershed P5. Water will discharge from the underground detention system at controlled rates to the existing intermittent stream channel between the new lab /office building and the new garage via existing flared end pipe outlet. P7 - A 300,679 ft2 consisting of the 65 Hayden building roof and outdoor patio, the 55 Hayden loading area, the northernmost limits of the ring road, the restored vegetative corridor between the new lab /office building and the new garage, the grass paver fire lane and landscape areas 7 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts adjacent to the new garage, landscape and hardscape areas on the south side of the new lab /office building, and the raised pedestrian footbridge surfaces. This watershed drains in multiple directions, either via underground drainage conveyance system or overland flow, discharging directly into the bordering vegetated wetland and stream channel systems located at 45 and 55 Hayden. For the post - development watershed analysis, Table 4 presents a summary of the watershed areas, the weighted TR -55 runoff curve numbers (CN — based on ground cover types), and Times of Concentration (Tc) for the existing Watershed Areas: Table 4. — Post - Development Watershed Areas and Runoff Curve Numbers Watershed Watershed Watershed I Watershed I Watershed Watershed P1 P2 P3 P4 P5 P6 Area 73,874 ft' 15,296 ftZ 35,787 ftZ 13,454 ftZ 46,045 ftZ 2,885 ftZ CN 94 89 90 83 98 74 Watershed P7 Area 300,679 ftZ CN 84 STORMWATER MITIGATION The stormwater improvements were designed to meet the requirements of the Massachusetts Stormwater Handbook to provide the required water quality pretreatment of 1" of runoff as no portions of the limit of work discharge to the Hobbs Brook Reservoir, however the redevelopment will result in greater than 1,000 new vehicle trips per day. New recharge provisions are only feasible in the area south of the new lab /office building under the constraints of the Site programming and underlying soil conditions. The underground detention systems are designed to drain completely in less than 72 hours and are located outside lines of influence from proposed structures and away from root structures and drip edges from existing and proposed trees. The underground infiltration system is sized to accommodate the net increase in runoff volume for the 1 -year storm event in accordance with the Lexington Wetland Bylaw. The following is a summary of the drainage infrastructure and BMPs selected for the project: Re -use of existing Vortechnics and Contech CDS water quality structures adjacent to the existing intermittent stream channel connecting Hayden Woods to the stream channels north of 45 Hayden. These structures will be inspected and cleaned /repaired as necessary to confirm suitability for re -use. New catch basins, lawn area drains, and manhole structures and high- density polyethylene pipes to capture and convey runoff toward downstream BMPs and discharge points. New water quality and bypass vault structures to treat runoff from the new garage deck and driveway entrance. 8 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts Underground infiltration and detention systems consisting of low- profile, stone - embedded StormTank modular chamber units to mitigate peak discharge rates from expanded parking areas and provide on -site infiltration volume. The increase in peak discharge rates is mitigated by implementing new underground stormwater detention and infiltration systems with outlet control devices such that post - development peak rates of runoff are kept below pre - developed conditions for all analyzed design storms. The following table summarizes the pre- and post - development peak rates of runoff for the project after implementation of the selected stormwater BMPs at the POA's: Table 5. —Summary of Pre- and Post - Development Peak Rates of Runoff Design Storm I POA 1 (Wetland Resource Areas) Pre -Dev I Post -Dev Change Pre -Dev I Post -Dev Change 2 Year 15.99 cfs 15.51 cfs -0.48 cfs 10 Year 31.95 cfs 29.35 cfs -2.60 cfs 100 Year 72.81 cfs 71.75 cfs -1.06 cfs The following table summarizes the net increase in runoff volume for the 1 -year storm event and the on- site recharge volume provided below the outlet of the new StormTank underground infiltration system: Table 5. — Required On -site Recharge Volume for 1 -Year Storm Runoff Volume Increase Design I POA 1(Wetland Resource Areas) Storm Pre -Dev I Post -Dev Change 1 Year 0.925 of 1.111 of +0.186 of RECHARGE VOLUME REQUIRED = 8,102 ft3 RECHARGE VOLUME PROVIDED = 8,233 ft3 CONCLUSION The proposed project will improve the stormwater management performance of the PD -2 District through the addition of several underground stormwater detention systems; improve the infiltrative capacity of the district through the addition of an underground infiltration system to receive the roof runoff from the new lab /office building, increasing on -site landscape areas, and restoration of natural vegetative corridors in place of existing paved parking areas; and improve water quality of discharges to on -site resource areas through the addition of new proprietary water quality structures and re- use /restoration of existing structures where feasible. Potential stormwater impacts associated with the development will be mitigated as required by State and Municipal Regulations. The proposed project will comply with Standards outlined in the Massachusetts Stormwater Management Handbook as follows: STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts STANDARD 1 No New Untreated Discharges All discharge points are maintained and mitigation is proposed to treat potential discharge impacts at existing points. STANDARD 2 Peak Rate Attenuation Calculations are provided showing that peak discharge rates do not exceed pre - development rates for the 2- year, 10 -year, and 100 -year 24 -hour storm events at the POAs. STANDARD 3 Recharge While seasonal high groundwater elevations were observed to be generally within 36 to 48 inches of finish grade, making groundwater recharge via underground infiltration systems infeasible and cost - prohibitive for the majority of the site, on -site infiltration is proposed on the south side of the new lab /office building. All proposed underground stormwater management systems are designed for detention only and are designed to drain completely within 72 hours. STANDARD 4 Water Quality Hydrodynamic separators will treat the full water quality volume equivalent to their respective flow rates and are designed to achieve a minimum 80 %TSS removal rate prior to discharge to the existing site drainage collection system. STANDARD 5 Land Uses with Higher Potential The proposed project will result in over 1,000 new Pollutant Loads vehicle trips per day and is therefore classifiable as a LUHPPL. Appropriate water quality treatment provisions will be implemented. STANDARD 6 Critical Areas The proposed project is limited to portions of the site that are not located within the Hobbs Brook Reservoir Outstanding Resource Water. Appropriate methods are used to treat 1" of water quality volume. STANDARD 7 Redevelopments and Other Projects A portion of the proposed project constitutes Subject to the Standards only to the redevelopment. Stormwater management facilities Maximum Extent Practicable and BMP designs are completed in accordance with the DEP guidance to the extent practicable. STANDARD 8 Construction Period Pollution The project is required to obtain an EPA - NPDES Prevention and Erosion and Construction General Permit prior to construction. A Sedimentation Control Stormwater Pollution Prevention Plan (SWPPP) will be prepared and filed with the EPA. STANDARD 9 Operation & Maintenance Plan Construction phase and post- construction Operation and Maintenance Plans will be prepared for DSDUP and Notice of Intent submissions to the Lexington Planning Board and the Conservation Commission, respectively. STANDARD 10 Prohibition of Illicit Discharges A No Illicit Discharge Compliance Statement will be submitted by the Owner prior to the discharge of any stormwater to post- construction BMP's. 10 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts APPENDIX A Watershed Maps D—NMON30— DNIA —D 1N- Idd -3NM0 ® fl w g e — snHDVS— 'N019NIIT 5e 3nN3AVN30—s9 ss se w W "y (dNOSd) NVId 3SN ONV 1N9VVdOl3A3O 3115 AdVNIW112dd g a N e = N' Z-dd iMUS14 1N]WdO13A34 43NNVId 3Hi WA NOISNVdX3 sndWVO SIDNIDS ]All 43SOdOU 0 3 mm� QQ oe 00 m mee w w weeo z� z� 0 w s o i a Jm LL N o� Iaa w 1 1 o z ,d w a 1, 1 I e 1 m , w a z o w� a =I o w 0 i 1 1 W Lu z 1 0 m 1 o I >s C o °a aaaa�aa uuu s�oo s� 'oo s� 'oo s�oo s�oo 600 s 'o -o w z LU z w 0 D—NMON30— DNIA —D 1N- Idd -3NM0 ® fl w g e Sl snHDVS— 'N019NIIT g "y §_ �0 3nN3AV N30 —S98SS Sb N (dNOSd) Ntlld 3SN ONV 1N9VVdOl3A3O 3115 AdVNIW113ad _� p Z dd 1OR11SI41N3WdO13A34 43NNVld 3H1 210d d Vo e Fs & NOISNVdX3 sndWV7 S37NIDS ]All 43SOdOU YN O o 3 --_----- I ) III I a I I I f ❑ d � r >s C o °a aaaa�aa uuu s�oo s� 'oo s� 'oo s�oo s�oo 600 s 'o -o w z LU z w 0 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts EITJI 1 Hydrologic Calculations E3 Undetained to Wetland Resource reas E1 Dst POA To UDS 1 Stormtank 18 (351 units) Wetland Resource Areas Subcat Reach on Link E2 Ds z ToUDS2 Stormtank 18 (788 units) 17007_Pre_Dev_PSDUP Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment- numbers) 8.657 74 >75% Grass cover, Good, HSG C (E1, E2, E3) 2.604 98 Paved parking, HSG C (E1, E3) 11.260 80 TOTAL AREA 17007 Pre Dev PSDUP Prepared by Highpoint Engineering HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Printed 8/22/2017 Page 3 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 8.657 0.000 0.000 8.657 >75% Grass cover, Good E1, E2, E3 0.000 0.000 2.604 0.000 0.000 2.604 Paved parking E1, E3 0.000 0.000 11.260 0.000 0.000 11.260 TOTAL AREA 17007_Pre_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 4 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentE1: To UDS 1 Runoff Area=1 9,263 sf 45.81% Impervious Runoff Depth= 1.72" Tc =7.5 min CN =85 Runoff =0.85 cfs 0.064 of SubcatchmentE2: To UDS 2 Runoff Area = 22,444 sf 0.00% Impervious Runoff Depth= 1.01" Tc =7.5 min CN =74 Runoff =0.55 cfs 0.043 of SubcatchmentE3: Undetained to Wetland Runoff Area = 448,800 sf 23.31% Impervious Runoff Depth= 1.37" Tc =7.5 min CN =80 Runoff =15.54 cfs 1.177 of Pond UDS 2: Stormtank 18 (788 units) Pond UDS1: Stormtank 18 (351 units) Link POA: Wetland Resource Areas Peak Elev= 87.19' Storage =0.014 of Inflow =0.55 cfs 0.043 of Outflow =0.15 cfs 0.043 of Peak Elev= 92.43' Storage =0.008 of Inflow =0.85 cfs 0.064 of Outflow =0.52 cfs 0.064 of Inflow =15.99 cfs 1.284 of Primary= 15.99 cfs 1.284 of Total Runoff Area = 11.260 ac Runoff Volume = 1.284 of Average Runoff Depth = 1.37" 76.88% Pervious = 8.657 ac 23.12% Impervious = 2.604 ac 17007_Pre_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E1: To UDS 1 Runoff = 0.85 cfs @ 12.11 hrs, Volume= 0.064 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Descri 10,439 74 >75% Grass cover, Good, HSG C 8,824 98 Paved parking, HSG C 19,263 85 Weighted Average 10,439 54.19% Pervious Area 8,824 45.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E2: To UDS 2 Runoff = 0.55 cfs @ 12.12 hrs, Volume= 0.043 af, Depth= 1.01" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 22,444 74 >75% Grass cover, Good, HSG C 22,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E3: Undetained to Wetland Resource Areas Runoff = 15.54 cfs @ 12.11 hrs, Volume= 1.177 af, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 344,204 74 >75% Grass cover, Good, HSG C 104,596 98 Paved parking, HSG C 448,800 80 Weighted Average 344,204 76.69% Pervious Area 104,596 23.31% Impervious Area 17007_Pre_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Pond UDS 2: Stormtank 18 (788 units) Inflow Area = 0.515 ac, 0.00% Impervious, Inflow Depth = 1.01" for 2 Yr event Inflow = 0.55 cfs @ 12.12 hrs, Volume= 0.043 of Outflow = 0.15 cfs @ 12.55 hrs, Volume= 0.043 af, Atten= 73 %, Lag= 25.8 min Primary = 0.15 cfs @ 12.55 hrs, Volume= 0.043 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 87.19' @ 12.55 hrs Surf.Area= 0.081 ac Storage= 0.014 of Plug -Flow detention time= 161.3 min calculated for 0.043 of (100% of inflow) Center -of -Mass det. time= 161.1 min ( 1,025.4 - 864.3 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 0.000 of 19.50'W x 126.00'L x 1.50'H Field A 0.085 of Overall - 0.085 of Embedded = 0.000 of x 40.0% Voids #2A 87.00' 0.081 of StormTank 18 x 546 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 42 Chambers #313 87.00' 0.000 of 33.00'W x 33.00'L x 1.50'H Field B 0.037 of Overall - 0.037 of Embedded = 0.000 of x 40.0% Voids #413 87.00' 0.036 of StormTank 18 x 242 Inside #3 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 22 Rows of 11 Chambers 0.116 of Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 86.73' 12.0" Round Culvert L= 106.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 86.73'/ 86.20' S=0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 87.00' 12.0" Vert. 12" Outlet C= 0.600 Primary OutFlow Max =0.15 cfs @ 12.55 hrs HW= 87.19' (Free Discharge) 't--1 =Culvert (Passes 0.15 cfs of 0.59 cfs potential flow) L2 =12" Outlet (Orifice Controls 0.15 cfs @ 1.47 fps) 17007_Pre_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 7 Summary for Pond UDS1: Stormtank 18 (351 units) Inflow Area = 0.442 ac, 45.81 % Impervious, Inflow Depth = 1.72" for 2 Yr event Inflow = 0.85 cfs @ 12.11 hrs, Volume= 0.064 of Outflow = 0.52 cfs @ 12.23 hrs, Volume= 0.064 af, Atten= 38 %, Lag= 7.3 min Primary = 0.52 cfs @ 12.23 hrs, Volume= 0.064 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 92.43' @ 12.23 hrs Surf.Area= 0.036 ac Storage= 0.008 of Plug -Flow detention time= 5.7 min calculated for 0.064 of (100% of inflow) Center -of -Mass det. time= 5.7 min ( 833.7 - 828.0 ) Volume Invert Avail.Storage Storage Description #1A 92.20' 0.000 of 19.50'W x 81.00'L x 1.50'H Field A 0.054 of Overall - 0.054 of Embedded = 0.000 of x 40.0% Voids #2A 92.20' 0.052 of StormTank 18 x 351 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 27 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 92.00' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 92.00'/ 91.67' S=0.0100'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 92.00' 8.0" Vert. 8" Orifice C= 0.600 #3 Device 1 92.70' 8.0" Vert. 8" Orifice C= 0.600 #4 Device 1 93.50' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =0.52 cfs @ 12.23 hrs HW= 92.43' (Free Discharge) L1= Culvert (Passes 0.52 cfs of 0.56 cfs potential flow) 12 =8" Orifice (Orifice Controls 0.52 cfs @ 2.22 fps) 3 =8" Orifice ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link POA: Wetland Resource Areas Inflow Area = 11.260 ac, 23.12% Impervious, Inflow Depth = 1.37" for 2 Yr event Inflow = 15.99 cfs @ 12.11 hrs, Volume= 1.284 of Primary = 15.99 cfs @ 12.11 hrs, Volume= 1.284 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs 17007_Pre_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 8 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentE1: To UDS 1 Runoff Area=1 9,263 sf 45.81% Impervious Runoff Depth= 3.16" Tc =7.5 min CN =85 Runoff =1.54 cfs 0.116 of SubcatchmentE2: To UDS 2 Runoff Area = 22,444 sf 0.00% Impervious Runoff Depth= 2.18" Tc =7.5 min CN =74 Runoff =1.24 cfs 0.094 of SubcatchmentE3: Undetained to Wetland Runoff Area = 448,800 sf 23.31% Impervious Runoff Depth= 2.69" Tc =7.5 min CN =80 Runoff =30.89 cfs 2.312 of Pond UDS 2: Stormtank 18 (788 units) Pond UDS1: Stormtank 18 (351 units) Link POA: Wetland Resource Areas Peak Elev= 87.36' Storage =0.028 of Inflow =1.24 cfs 0.094 of Outflow =0.52 cfs 0.094 of Peak Elev= 92.65' Storage =0.016 of Inflow =1.54 cfs 0.116 of Outflow =0.96 cfs 0.116 of Inflow =31.95 cfs 2.522 of Primary =31.95 cfs 2.522 of Total Runoff Area = 11.260 ac Runoff Volume = 2.522 of Average Runoff Depth = 2.69" 76.88% Pervious = 8.657 ac 23.12% Impervious = 2.604 ac 17007_Pre_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment E1: To UDS 1 Runoff = 1.54 cfs @ 12.11 hrs, Volume= 0.116 af, Depth= 3.16" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Descri 10,439 74 >75% Grass cover, Good, HSG C 8,824 98 Paved parking, HSG C 19,263 85 Weighted Average 10,439 54.19% Pervious Area 8,824 45.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E2: To UDS 2 Runoff = 1.24 cfs @ 12.11 hrs, Volume= 0.094 af, Depth= 2.18" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 22,444 74 >75% Grass cover, Good, HSG C 22,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E3: Undetained to Wetland Resource Areas Runoff = 30.89 cfs @ 12.11 hrs, Volume= 2.312 af, Depth= 2.69" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 344,204 74 >75% Grass cover, Good, HSG C 104,596 98 Paved parking, HSG C 448,800 80 Weighted Average 344,204 76.69% Pervious Area 104,596 23.31% Impervious Area 17007_Pre_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Pond UDS 2: Stormtank 18 (788 units) Inflow Area = 0.515 ac, 0.00% Impervious, Inflow Depth = 2.18" for 10 Yr event Inflow = 1.24 cfs @ 12.11 hrs, Volume= 0.094 of Outflow = 0.52 cfs @ 12.38 hrs, Volume= 0.094 af, Atten= 58 %, Lag= 16.4 min Primary = 0.52 cfs @ 12.38 hrs, Volume= 0.094 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 87.36' @ 12.38 hrs Surf.Area= 0.081 ac Storage= 0.028 of Plug -Flow detention time= 103.4 min calculated for 0.094 of (100% of inflow) Center -of -Mass det. time= 103.4 min ( 944.5 - 841.2 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 0.000 of 19.50'W x 126.00'L x 1.50'H Field A 0.085 of Overall - 0.085 of Embedded = 0.000 of x 40.0% Voids #2A 87.00' 0.081 of StormTank 18 x 546 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 42 Chambers #313 87.00' 0.000 of 33.00'W x 33.00'L x 1.50'H Field B 0.037 of Overall - 0.037 of Embedded = 0.000 of x 40.0% Voids #413 87.00' 0.036 of StormTank 18 x 242 Inside #3 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 22 Rows of 11 Chambers 0.116 of Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 86.73' 12.0" Round Culvert L= 106.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 86.73'/ 86.20' S=0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 87.00' 12.0" Vert. 12" Outlet C= 0.600 Primary OutFlow Max =0.52 cfs @ 12.38 hrs HW= 87.36' (Free Discharge) L1= Culvert (Passes 0.52 cfs of 1.05 cfs potential flow) L2 =12" Outlet (Orifice Controls 0.52 cfs @ 2.04 fps) 17007_Pre_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 11 Summary for Pond UDS1: Stormtank 18 (351 units) Inflow Area = 0.442 ac, 45.81 % Impervious, Inflow Depth = 3.16" for 10 Yr event Inflow = 1.54 cfs @ 12.11 hrs, Volume= 0.116 of Outflow = 0.96 cfs @ 12.22 hrs, Volume= 0.116 af, Atten= 38 %, Lag= 7.0 min Primary = 0.96 cfs @ 12.22 hrs, Volume= 0.116 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 92.65' @ 12.22 hrs Surf.Area= 0.036 ac Storage= 0.016 of Plug -Flow detention time= 6.7 min calculated for 0.116 of (100% of inflow) Center -of -Mass det. time= 6.7 min ( 817.5 - 810.8 ) Volume Invert Avail.Storage Storage Description #1A 92.20' 0.000 of 19.50'W x 81.00'L x 1.50'H Field A 0.054 of Overall - 0.054 of Embedded = 0.000 of x 40.0% Voids #2A 92.20' 0.052 of StormTank 18 x 351 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 27 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 92.00' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 92.00'/ 91.67' S=0.0100'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 92.00' 8.0" Vert. 8" Orifice C= 0.600 #3 Device 1 92.70' 8.0" Vert. 8" Orifice C= 0.600 #4 Device 1 93.50' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =0.96 cfs @ 12.22 hrs HW= 92.65' (Free Discharge) 't--1 =Culvert (Passes 0.96 cfs of 1.18 cfs potential flow) 12 =8" Orifice (Orifice Controls 0.96 cfs @ 2.75 fps) 3 =8" Orifice ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link POA: Wetland Resource Areas Inflow Area = 11.260 ac, 23.12% Impervious, Inflow Depth = 2.69" for 10 Yr event Inflow = 31.95 cfs @ 12.11 hrs, Volume= 2.522 of Primary = 31.95 cfs @ 12.11 hrs, Volume= 2.522 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs 17007_Pre_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 12 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentE1: To UDS 1 Runoff Area=1 9,263 sf 45.81% Impervious Runoff Depth= 6.81" Tc =7.5 min CN =85 Runoff =3.22 cfs 0.251 of SubcatchmentE2: To UDS 2 Runoff Area = 22,444 sf 0.00% Impervious Runoff Depth = 5.48" Tc =7.5 min CN =74 Runoff =3.13 cfs 0.235 of SubcatchmentE3: Undetained to Wetland Runoff Area = 448,800 sf 23.31% Impervious Runoff Depth= 6.21" Tc =7.5 min CN =80 Runoff =69.83 cfs 5.331 of Pond UDS 2: Stormtank 18 (788 units) Pond UDS1: Stormtank 18 (351 units) Link POA: Wetland Resource Areas Peak Elev= 87.72' Storage =0.056 of Inflow =3.13 cfs 0.235 of Outflow =1.76 cfs 0.235 of Peak Elev= 93.18' Storage =0.034 of Inflow =3.22 cfs 0.251 of Outflow =2.19 cfs 0.251 of Inflow =72.81 cfs 5.817 of Primary =72.81 cfs 5.817 of Total Runoff Area = 11.260 ac Runoff Volume = 5.817 of Average Runoff Depth = 6.20" 76.88% Pervious = 8.657 ac 23.12% Impervious = 2.604 ac 17007_Pre_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment E1: To UDS 1 Runoff = 3.22 cfs @ 12.10 hrs, Volume= 0.251 af, Depth= 6.81" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Descri 10,439 74 >75% Grass cover, Good, HSG C 8,824 98 Paved parking, HSG C 19,263 85 Weighted Average 10,439 54.19% Pervious Area 8,824 45.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E2: To UDS 2 Runoff = 3.13 cfs @ 12.11 hrs, Volume= 0.235 af, Depth= 5.48" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 22,444 74 >75% Grass cover, Good, HSG C 22,444 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Subcatchment E3: Undetained to Wetland Resource Areas Runoff = 69.83 cfs @ 12.11 hrs, Volume= 5.331 af, Depth= 6.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 344,204 74 >75% Grass cover, Good, HSG C 104,596 98 Paved parking, HSG C 448,800 80 Weighted Average 344,204 76.69% Pervious Area 104,596 23.31% Impervious Area 17007_Pre_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Minimum Tc Summary for Pond UDS 2: Stormtank 18 (788 units) Inflow Area = 0.515 ac, 0.00% Impervious, Inflow Depth = 5.48" for 100 Yr event Inflow = 3.13 cfs @ 12.11 hrs, Volume= 0.235 of Outflow = 1.76 cfs @ 12.25 hrs, Volume= 0.235 af, Atten= 44 %, Lag= 8.6 min Primary = 1.76 cfs @ 12.25 hrs, Volume= 0.235 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 87.72' @ 12.25 hrs Surf.Area= 0.081 ac Storage= 0.056 of Plug -Flow detention time= 63.7 min calculated for 0.235 of (100% of inflow) Center -of -Mass det. time= 64.0 min ( 878.7 - 814.6 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 0.000 of 19.50'W x 126.00'L x 1.50'H Field A 0.085 of Overall - 0.085 of Embedded = 0.000 of x 40.0% Voids #2A 87.00' 0.081 of StormTank 18 x 546 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 42 Chambers #313 87.00' 0.000 of 33.00'W x 33.00'L x 1.50'H Field B 0.037 of Overall - 0.037 of Embedded = 0.000 of x 40.0% Voids #413 87.00' 0.036 of StormTank 18 x 242 Inside #3 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 22 Rows of 11 Chambers 0.116 of Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 86.73' 12.0" Round Culvert L= 106.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 86.73'/ 86.20' S=0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 87.00' 12.0" Vert. 12" Outlet C= 0.600 Primary OutFlow Max =1.76 cfs @ 12.25 hrs HW= 87.72' (Free Discharge) L1= Culvert (Passes 1.76 cfs of 2.09 cfs potential flow) L2 =12" Outlet (Orifice Controls 1.76 cfs @ 2.89 fps) 17007_Pre_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond UDS1: Stormtank 18 (351 units) Inflow Area = 0.442 ac, 45.81 % Impervious, Inflow Depth = 6.81" for 100 Yr event Inflow = 3.22 cfs @ 12.10 hrs, Volume= 0.251 of Outflow = 2.19 cfs @ 12.20 hrs, Volume= 0.251 af, Atten= 32 %, Lag= 5.7 min Primary = 2.19 cfs @ 12.20 hrs, Volume= 0.251 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 93.18' @ 12.20 hrs Surf.Area= 0.036 ac Storage= 0.034 of Plug -Flow detention time= 8.0 min calculated for 0.251 of (100% of inflow) Center -of -Mass det. time= 8.0 min ( 797.4 - 789.4 ) Volume Invert Avail.Storage Storage Description #1A 92.20' 0.000 of 19.50'W x 81.00'L x 1.50'H Field A 0.054 of Overall - 0.054 of Embedded = 0.000 of x 40.0% Voids #2A 92.20' 0.052 of StormTank 18 x 351 Inside #1 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 13 Rows of 27 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 92.00' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 92.00'/ 91.67' S=0.0100'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #2 Device 1 92.00' 8.0" Vert. 8" Orifice C= 0.600 #3 Device 1 92.70' 8.0" Vert. 8" Orifice C= 0.600 #4 Device 1 93.50' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =2.19 cfs @ 12.20 hrs HW= 93.18' (Free Discharge) L1= Culvert (Passes 2.19 cfs of 2.47 cfs potential flow) 12 =8" Orifice (Orifice Controls 1.55 cfs @ 4.44 fps) 3 =8" Orifice (Orifice Controls 0.64 cfs @ 2.37 fps) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link POA: Wetland Resource Areas Inflow Area = 11.260 ac, 23.12% Impervious, Inflow Depth = 6.20" for 100 Yr event Inflow = 72.81 cfs @ 12.11 hrs, Volume= 5.817 of Primary = 72.81 cfs @ 12.11 hrs, Volume= 5.817 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs P2 � Ds z To UDS 2 StormTank 24 units) P7 Undetain d to Wetland Res urce Areas (P4 DS4 To UDS4 P3 � DS3 StormTank 18 (298 To UDS 3 StormTank 30 (737 IPOAI units) units) Wetland esource Are s DS1 StormTank 48 (828 P1 units) To UDS 1 Subcat Reach on Link Ds �P5 S rmTank 24 (977 To UDS5 units) DS P6 StormTank 24 (132 units) To UDS6 17007_Post_Dev_PS D U P Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment- numbers) 5.077 74 >75% Grass cover, Good, HSG C (P1, P2, P3, P4, P5, P6, P7) 6.127 98 Paved parking, HSG C (P1, P2, P3, P4, P5, P7) 11.203 87 TOTAL AREA 17007 Post Dev PSDUP Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 5.077 0.000 0.000 5.077 >75% Grass cover, Good P1, P2, P3, P4, P5, P6, P7 0.000 0.000 6.127 0.000 0.000 6.127 Paved parking P1, P2, P3, P4, P5, P7 0.000 0.000 11.203 0.000 0.000 11.203 TOTAL AREA 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 4 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentP1: To UDS 1 Runoff Area = 73.874 sf 84.58% Impervious Runoff Depth= 2.51" Tc =5.0 min CN =94 Runoff =4.95 cfs 0.354 of SubcatchmentP2: To UDS 2 Runoff Area = 15.296 sf 60.78% Impervious Runoff Depth= 2.05" Tc =5.0 min CN =89 Runoff =0.87 cfs 0.060 of SubcatchmentP3: To UDS 3 Runoff Area = 35.787 sf 65.32% Impervious Runoff Depth= 2.13" Tc =5.0 min CN =90 Runoff =2.11 cfs 0.146 of SubcatchmentP4: To UDS4 Runoff Area = 13.454 sf 35.89% Impervious Runoff Depth= 1.58" Tc =5.0 min CN =83 Runoff =0.59 cfs 0.041 of SubcatchmentP5: To UDS5 Runoff Area = 46.045 sf 98.86% Impervious Runoff Depth= 2.93" Tc =5.0 min CN =98 Runoff =3.36 cfs 0.258 of SubcatchmentP6: To UDS6 Runoff Area =2,885 sf 0.00% Impervious Runoff Depth= 1.01" Tc =5.0 min CN =74 Runoff =0.08 cfs 0.006 of SubcatchmentP7: Undetained to Wetland Runoff Area = 300.679 sf 40.37% Impervious Runoff Depth= 1.65" Tc =5.0 min CN =84 Runoff =13.83 cfs 0.948 of Pond UDS 2: StormTank24 (146 units) Peak Elev= 88.41' Storage =0.009 of Inflow =0.87 cfs 0.060 of Outflow =0.57 cfs 0.060 of Pond UDS1: StormTank48 (828 units) Peak EIev= 94.10' Storage =0.212 of Inflow =4.95 cfs 0.354 of Discarded =0.03 cfs 0.216 of Primary=0.40 cfs 0.118 of Outflow =0.43 cfs 0.333 of Pond UDS3: StormTank30 (737 units) Pond UDS4: StormTank 18 (298 units) Pond UDS5: StormTank24 (977 units) Pond UDS6: StormTank24 (132 units) Link POA: Wetland Resource Areas Peak EIev= 88.38' Storage =0.055 of Inflow =2.11 cfs 0.146 of Outflow =0.50 cfs 0.146 of Peak EIev= 86.60' Storage =0.010 of Inflow =0.59 cfs 0.041 of Outflow =0.29 cfs 0.041 of Peak EIev= 88.79' Storage =0.092 of Inflow =3.36 cfs 0.258 of Outflow =0.81 cfs 0.258 of Peak EIev= 86.91' Storage =0.006 of Inflow =0.84 cfs 0.263 of Outflow =0.84 cfs 0.263 of Inflow= 15.51 cfs 1.576 of Primary =15.51 cfs 1.576 of Total Runoff Area = 11.203 ac Runoff Volume = 1.812 of Average Runoff Depth = 1.94" 45.31% Pervious = 5.077 ac 54.69% Impervious = 6.127 ac 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P1: To UDS 1 Runoff = 4.95 cfs @ 12.07 hrs, Volume= 0.354 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Descri 11,390 74 >75% Grass cover, Good, HSG C 62,484 98 Paved parking, HSG C 73,874 94 Weighted Average 11,390 15.42% Pervious Area 62,484 84.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P2: To UDS 2 Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.060 af, Depth= 2.05" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 5,999 74 >75% Grass cover, Good, HSG C 9,297 98 Paved parking, HSG C 15,296 89 Weighted Average 5,999 39.22% Pervious Area 9,297 60.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P3: To UDS 3 Runoff = 2.11 cfs @ 12.07 hrs, Volume= 0.146 af, Depth= 2.13" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 12,412 74 >75% Grass cover, Good, HSG C 23,375 98 Paved parking, HSG C 35,787 90 Weighted Average 12,412 34.68% Pervious Area 23,375 65.32% Impervious Area 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P4: To UDS4 Runoff = 0.59 cfs @ 12.08 hrs, Volume= 0.041 af, Depth= 1.58" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 8,626 74 >75% Grass cover, Good, HSG C 4,828 98 Paved parking, HSG C 13,454 83 Weighted Average 8,626 64.11 % Pervious Area 4,828 35.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P5: To UDS5 Runoff = 3.36 cfs @ 12.07 hrs, Volume= 0.258 af, Depth= 2.93" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 523 74 >75% Grass cover, Good, HSG C 45,522 98 Paved parking, HSG C 46,045 98 Weighted Average 523 1.14% Pervious Area 45,522 98.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P6: To UDS6 Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 1.01" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description 2,885 74 >75% Grass cover, Good, HSG C 2,885 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P7: Undetained to Wetland Resource Areas Runoff = 13.83 cfs @ 12.08 hrs, Volume= 0.948 af, Depth= 1.65" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 2 Yr Rainfall= 3.16" Area (sf) CN Description 179,304 74 >75% Grass cover, Good, HSG C 121.375 98 Paved oarkina. HSG C 300,679 84 Weighted Average 179,304 59.63% Pervious Area 121,375 40.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Pond UDS 2: StormTank 24 (146 units) Inflow Area = 0.351 ac, 60.78% Impervious, Inflow Depth = 2.05" for 2 Yr event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.060 of Outflow = 0.57 cfs @ 12.16 hrs, Volume= 0.060 af, Atten= 34 %, Lag= 5.0 min Primary = 0.57 cfs @ 12.16 hrs, Volume= 0.060 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 88.41' @ 12.16 hrs Surf.Area= 0.015 ac Storage= 0.009 of Plug -Flow detention time= 24.7 min calculated for 0.060 of (100% of inflow) Center -of -Mass det. time= 24.7 min ( 835.4 - 810.7 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.028 of StormTank 24 x 146 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.030 of Overall x 96.0% Voids Device Routina Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.15' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.6' Crest Height 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 8 Primary OutFlow Max =0.57 cfs @ 12.16 hrs HW= 88.41' (Free Discharge) �__2=Sharp-Crested 1= Orifice /Grate (Orifice Controls 0.57 cfs @ 2.91 fps) Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS1: StormTank 48 (828 units) Inflow Area = 1.696 ac, Inflow = 4.95 cfs @ Outflow = 0.43 cfs @ Discarded = 0.03 cfs @ Primary = 0.40 cfs @ 84.58% Impervious, Inflow Depth = 2.51" 12.07 hrs, Volume= 0.354 of 12.95 hrs, Volume= 0.333 af, 7.31 hrs, Volume= 0.216 of 12.95 hrs, Volume= 0.118 of for 2 Yr event Atten= 91 %, Lag= 52.8 min Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 94.10' @ 12.95 hrs Surf.Area= 0.107 ac Storage= 0.212 of Plug -Flow detention time= 1,558.5 min calculated for 0.333 of (94% of inflow) Center -of -Mass det. time= 1,526.7 min ( 2,313.3 - 786.6 ) Volume Invert Avail.Storage Storage Description #1A 91.50' 0.098 of 22.00'W x 211.00'L x 5.50'H Field A 0.586 of Overall - 0.342 of Embedded = 0.244 of x 40.0% Voids #2A 92.00' 0.329 of StormTank 48 x 828 Inside #1 Inside= 18.0 "W x 48.0 "H => 5.77 sf x 3.001 = 17.3 cf Outside= 18.0 "W x 48.0 "H => 6.00 sf x 3.001 = 18.0 cf 12 Rows of 69 Chambers 0.427 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 93.85' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 96.00' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Discarded 91.50' 0.270 in /hr Exfiltration (C Soils) over Surface area Discarded OutFlow Max =0.03 cfs @ 7.31 hrs HW= 91.56' (Free Discharge) L3= Exfiltration (C Soils) ( Exfiltration Controls 0.03 cfs) Primary OutFlow Max =0.40 cfs @ 12.95 hrs HW= 94.10' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.40 cfs @ 1.72 fps) 2= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS3: StormTank 30 (737 units) Inflow Area = 0.822 ac, Inflow = 2.11 cfs @ Outflow = 0.50 cfs @ Primary = 0.50 cfs @ 65.32% Impervious, Inflow Depth = 2.13" 12.07 hrs, Volume= 0.146 of 12.46 hrs, Volume= 0.146 af, 12.46 hrs, Volume= 0.146 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs for 2 Yr event Atten= 76 %, Lag= 23.4 min 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 9 Peak Elev= 88.38' @ 12.46 hrs Surf.Area= 0.076 ac Storage= 0.055 of Plug -Flow detention time= 112.5 min calculated for 0.146 of (100% of inflow) Center -of -Mass det. time= 112.5 min ( 919.0 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 87.60' 0.177 of StormTank 30 x 737 Inside= 18.0 "W x 30.0 "H => 3.63 sf x 3.001 = 10.9 cf Outside= 18.0 "W x 30.0 "H => 3.75 sf x 3.001 = 11.3 cf 0.190 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.60' 5.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.20' 12.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.50 cfs @ 12.46 hrs HW= 88.38' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.50 cfs @ 3.65 fps) 2= Orifice /Grate ( Controls 0.00 cfs) Summary for Pond UDS4: StormTank 18 (298 units) Inflow Area = 0.309 ac, 35.89% Impervious, Inflow Depth = 1.58" for 2 Yr event Inflow = 0.59 cfs @ 12.08 hrs, Volume= 0.041 of Outflow = 0.29 cfs @ 12.23 hrs, Volume= 0.041 af, Atten= 50 %, Lag= 9.0 min Primary = 0.29 cfs @ 12.23 hrs, Volume= 0.041 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 86.60' @ 12.23 hrs Surf.Area= 0.031 ac Storage= 0.010 of Plug -Flow detention time= 62.5 min calculated for 0.041 of (100% of inflow) Center -of -Mass det. time= 62.7 min ( 895.4 - 832.6 ) Volume Invert Avail.Storage Storage Description #1 86.25' 0.042 of StormTank 18 x 298 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 0.046 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.25' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.29 cfs @ 12.23 hrs HW= 86.60' (Free Discharge) L1= Orifice /Grate (Orifice Controls 0.29 cfs @ 2.01 fps) Summary for Pond UDS5: StormTank 24 (977 units) Inflow Area = 1.057 ac, 98.86% Impervious, Inflow Depth = 2.93" for 2 Yr event Inflow = 3.36 cfs @ 12.07 hrs, Volume= 0.258 of Outflow = 0.81 cfs @ 12.44 hrs, Volume= 0.258 af, Atten= 76 %, Lag= 21.9 min Primary = 0.81 cfs @ 12.44 hrs, Volume= 0.258 of 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 10 Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 88.79' @ 12.44 hrs Surf.Area= 0.101 ac Storage= 0.092 of Plug -Flow detention time= 117.1 min calculated for 0.258 of (100% of inflow) Center -of -Mass det. time= 116.9 min ( 872.6 - 755.7 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.186 of StormTank 24 x 977 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.202 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.33' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =0.81 cfs @ 12.44 hrs HW= 88.79' (Free Discharge) �__1= Orifice /Grate (Orifice Controls 0.81 cfs @ 4.15 fps) 2= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS6: StormTank 24 (132 units) Inflow Area = 1.123 ac, 93.03% Impervious, Inflow Depth = 2.81" for 2 Yr event Inflow = 0.84 cfs @ 12.38 hrs, Volume= 0.263 of Outflow = 0.84 cfs @ 12.44 hrs, Volume= 0.263 af, Atten= 0 %, Lag= 3.5 min Primary = 0.84 cfs @ 12.44 hrs, Volume= 0.263 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 86.91' @ 12.44 hrs Surf.Area= 0.014 ac Storage= 0.006 of Plug -Flow detention time= 12.1 min calculated for 0.263 of (100% of inflow) Center -of -Mass det. time= 12.0 min ( 884.4 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 86.40' 0.025 of StormTank 24 x 132 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.027 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.40' 10.0" Vert. Orifice /Grate C=0.600 #2 Primary 87.00' 12.0" Vert. Orifice /Grate C=0.600 Primary OutFlow Max =0.84 cfs @ 12.44 hrs HW= 86.91' (Free Discharge) �__2=Orifice/G 1= Orifice /G rate (Orifice Controls 0.84 cfs @ 2.42 fps) rate ( Controls 0.00 cfs) 17007_Post_Dev_PSDUP Type 111 24 -hr 2 Yr Rainfall= 3.16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 11 Summary for Link POA: Wetland Resource Areas Inflow Area = 11.203 ac, 54.69% Impervious, Inflow Depth = 1.69" for 2 Yr event Inflow = 15.51 cfs @ 12.08 hrs, Volume= 1.576 of Primary = 15.51 cfs @ 12.08 hrs, Volume= 1.576 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 12 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentP1: To UDS 1 Runoff Area = 73.874 sf 84.58% Impervious Runoff Depth= 4.08" Tc =5.0 min CN =94 Runoff =7.84 cfs 0.577 of SubcatchmentP2: To UDS 2 Runoff Area = 15.296 sf 60.78% Impervious Runoff Depth= 3.55" Tc =5.0 min CN =89 Runoff =1.48 cfs 0.104 of SubcatchmentP3: To UDS 3 Runoff Area = 35.787 sf 65.32% Impervious Runoff Depth= 3.65" Tc =5.0 min CN =90 Runoff =3.53 cfs 0.250 of SubcatchmentP4: To UDS4 Runoff Area = 13.454 sf 35.89% Impervious Runoff Depth= 2.97" Tc =5.0 min CN =83 Runoff =1.11 cfs 0.076 of SubcatchmentP5: To UDS5 Runoff Area = 46.045 sf 98.86% Impervious Runoff Depth= 4.53" Tc =5.0 min CN =98 Runoff =5.11 cfs 0.399 of SubcatchmentP6: To UDS6 Runoff Area =2,885 sf 0.00% Impervious Runoff Depth= 2.18" Tc =5.0 min CN =74 Runoff =0.17 cfs 0.012 of SubcatchmentP7: Undetained to Wetland Runoff Area = 300.679 sf 40.37% Impervious Runoff Depth= 3.06" Tc =5.0 min CN =84 Runoff =25.54 cfs 1.761 of Pond UDS 2: StormTank24 (146 units) Peak Elev= 88.87' Storage =0.015 of Inflow =1.48 cfs 0.104 of Outflow =0.86 cfs 0.104 of Pond UDS1: StormTank48 (828 units) Peak Elev= 94.64' Storage =0.261 of Inflow =7.84 cfs 0.577 of Discarded =0.03 cfs 0.220 of Primary=3.50 cfs 0.335 of Outflow =3.52 cfs 0.555 of Pond UDS3: StormTank30 (737 units) Pond UDS4: StormTank 18 (298 units) Pond UDS5: StormTank24 (977 units) Pond UDS6: StormTank24 (132 units) Link POA: Wetland Resource Areas Peak Elev= 88.96' Storage =0.096 of Inflow =3.53 cfs 0.250 of Outflow =0.70 cfs 0.250 of Peak Elev= 86.84' Storage =0.017 of Inflow =1.11 cfs 0.076 of Outflow =0.55 cfs 0.076 of Peak Elev= 89.33' Storage =0.143 of Inflow =5.11 cfs 0.399 of Outflow =1.07 cfs 0.399 of Peak Elev= 87.00' Storage =0.008 of Inflow =1.12 cfs 0.411 of Outflow =1.12 cfs 0.411 of Inflow =29.35 cfs 2.938 of Primary =29.35 cfs 2.938 of Total Runoff Area = 11.203 ac Runoff Volume = 3.179 of Average Runoff Depth = 3.41" 45.31% Pervious = 5.077 ac 54.69% Impervious = 6.127 ac 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P1: To UDS 1 Runoff = 7.84 cfs @ 12.07 hrs, Volume= 0.577 af, Depth= 4.08" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Descri 11,390 74 >75% Grass cover, Good, HSG C 62,484 98 Paved parking, HSG C 73,874 94 Weighted Average 11,390 15.42% Pervious Area 62,484 84.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P2: To UDS 2 Runoff = 1.48 cfs @ 12.07 hrs, Volume= 0.104 af, Depth= 3.55" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 5,999 74 >75% Grass cover, Good, HSG C 9,297 98 Paved parking, HSG C 15,296 89 Weighted Average 5,999 39.22% Pervious Area 9,297 60.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P3: To UDS 3 Runoff = 3.53 cfs @ 12.07 hrs, Volume= 0.250 af, Depth= 3.65" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 12,412 74 >75% Grass cover, Good, HSG C 23,375 98 Paved parking, HSG C 35,787 90 Weighted Average 12,412 34.68% Pervious Area 23,375 65.32% Impervious Area 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P4: To UDS4 Runoff = 1.11 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 2.97" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 8,626 74 >75% Grass cover, Good, HSG C 4,828 98 Paved parking, HSG C 13,454 83 Weighted Average 8,626 64.11 % Pervious Area 4,828 35.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P5: To UDS5 Runoff = 5.11 cfs @ 12.07 hrs, Volume= 0.399 af, Depth= 4.53" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 523 74 >75% Grass cover, Good, HSG C 45,522 98 Paved parking, HSG C 46,045 98 Weighted Average 523 1.14% Pervious Area 45,522 98.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P6: To UDS6 Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.012 af, Depth= 2.18" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 15 Area (sf) CN Description 2,885 74 >75% Grass cover, Good, HSG C 2,885 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P7: Undetained to Wetland Resource Areas Runoff = 25.54 cfs @ 12.07 hrs, Volume= 1.761 af, Depth= 3.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 10 Yr Rainfall= 4.77" Area (sf) CN Description 179,304 74 >75% Grass cover, Good, HSG C 121.375 98 Paved oarkina. HSG C 300,679 84 Weighted Average 179,304 59.63% Pervious Area 121,375 40.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Pond UDS 2: StormTank 24 (146 units) Inflow Area = 0.351 ac, 60.78% Impervious, Inflow Depth = 3.55" for 10 Yr event Inflow = 1.48 cfs @ 12.07 hrs, Volume= 0.104 of Outflow = 0.86 cfs @ 12.17 hrs, Volume= 0.104 af, Atten= 42 %, Lag= 6.0 min Primary = 0.86 cfs @ 12.17 hrs, Volume= 0.104 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 88.87' @ 12.17 hrs Surf.Area= 0.015 ac Storage= 0.015 of Plug -Flow detention time= 20.6 min calculated for 0.104 of (100% of inflow) Center -of -Mass det. time= 20.7 min ( 815.8 - 795.1 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.028 of StormTank 24 x 146 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.030 of Overall x 96.0% Voids Device Routina Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.15' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.6' Crest Height 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 16 Primary OutFlow Max =0.86 cfs @ 12.17 hrs HW= 88.87' (Free Discharge) �__2=Sharp-Crested 1= Orifice /Grate (Orifice Controls 0.86 cfs @ 4.37 fps) Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS1: StormTank 48 (828 units) Inflow Area = 1.696 ac, Inflow = 7.84 cfs @ Outflow = 3.52 cfs @ Discarded = 0.03 cfs @ Primary = 3.50 cfs @ 84.58% Impervious, Inflow Depth = 4.08" 12.07 hrs, Volume= 0.577 of 12.23 hrs, Volume= 0.555 af, 5.40 hrs, Volume= 0.220 of 12.23 hrs, Volume= 0.335 of for 10 Yr event Atten= 55 %, Lag= 9.3 min Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 94.64' @ 12.23 hrs Surf.Area= 0.107 ac Storage= 0.261 of Plug -Flow detention time= 961.6 min calculated for 0.555 of (96% of inflow) Center -of -Mass det. time= 939.6 min ( 1,713.5 - 773.9 ) Volume Invert Avail.Storage Storage Description #1A 91.50' 0.098 of 22.00'W x 211.00'L x 5.50'H Field A 0.586 of Overall - 0.342 of Embedded = 0.244 of x 40.0% Voids #2A 92.00' 0.329 of StormTank 48 x 828 Inside #1 Inside= 18.0 "W x 48.0 "H => 5.77 sf x 3.001 = 17.3 cf Outside= 18.0 "W x 48.0 "H => 6.00 sf x 3.001 = 18.0 cf 12 Rows of 69 Chambers 0.427 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 93.85' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 96.00' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Discarded 91.50' 0.270 in /hr Exfiltration (C Soils) over Surface area Discarded OutFlow Max =0.03 cfs @ 5.40 hrs HW= 91.56' (Free Discharge) L3= Exfiltration (C Soils) ( Exfiltration Controls 0.03 cfs) Primary OutFlow Max =3.49 cfs @ 12.23 hrs HW= 94.64' (Free Discharge) �11=Orifice/Grate (Orifice Controls 3.49 cfs @ 3.03 fps) 2= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS3: StormTank 30 (737 units) Inflow Area = 0.822 ac, Inflow = 3.53 cfs @ Outflow = 0.70 cfs @ Primary = 0.70 cfs @ 65.32% Impervious, Inflow Depth = 3.65" 12.07 hrs, Volume= 0.250 of 12.49 hrs, Volume= 0.250 af, 12.49 hrs, Volume= 0.250 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs for 10 Yr event Atten= 80 %, Lag= 25.4 min 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 17 Peak Elev= 88.96' @ 12.49 hrs Surf.Area= 0.076 ac Storage= 0.096 of Plug -Flow detention time= 103.5 min calculated for 0.250 of (100% of inflow) Center -of -Mass det. time= 103.8 min ( 895.2 - 791.4 ) Volume Invert Avail.Storage Storage Description #1 87.60' 0.177 of StormTank 30 x 737 Inside= 18.0 "W x 30.0 "H => 3.63 sf x 3.001 = 10.9 cf Outside= 18.0 "W x 30.0 "H => 3.75 sf x 3.001 = 11.3 cf 0.190 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.60' 5.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.20' 12.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.70 cfs @ 12.49 hrs HW= 88.96' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.70 cfs @ 5.17 fps) 2= Orifice /Grate ( Controls 0.00 cfs) Summary for Pond UDS4: StormTank 18 (298 units) Inflow Area = 0.309 ac, Inflow = 1.11 cfs @ Outflow = 0.55 cfs @ Primary = 0.55 cfs @ 35.89% Impervious, Inflow Depth = 2.97" 12.07 hrs, Volume= 0.076 of 12.21 hrs, Volume= 0.076 af, 12.21 hrs, Volume= 0.076 of for 10 Yr event Atten= 50 %, Lag= 8.2 min Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 86.84' @ 12.21 hrs Surf.Area= 0.031 ac Storage= 0.017 of Plug -Flow detention time= 47.2 min calculated for 0.076 of (100% of inflow) Center -of -Mass det. time= 47.4 min ( 861.9 - 814.4 ) Volume Invert Avail.Storage Storage Description #1 86.25' 0.042 of StormTank 18 x 298 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 0.046 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.25' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.55 cfs @ 12.21 hrs HW= 86.84' (Free Discharge) L1= Orifice /Grate (Orifice Controls 0.55 cfs @ 2.82 fps) Summary for Pond UDS5: StormTank 24 (977 units) Inflow Area = 1.057 ac, 98.86% Impervious, Inflow Depth = 4.53" Inflow = 5.11 cfs @ 12.07 hrs, Volume= 0.399 of Outflow = 1.07 cfs @ 12.47 hrs, Volume= 0.399 af, Primary = 1.07 cfs @ 12.47 hrs, Volume= 0.399 of for 10 Yr event Atten= 79 %, Lag= 24.1 min 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 18 Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 89.33' @ 12.47 hrs Surf.Area= 0.101 ac Storage= 0.143 of Plug -Flow detention time= 106.8 min calculated for 0.399 of (100% of inflow) Center -of -Mass det. time= 107.1 min ( 855.0 - 747.9 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.186 of StormTank 24 x 977 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.202 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.33' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =1.07 cfs @ 12.47 hrs HW= 89.33' (Free Discharge) �11=Orifice/Grate (Orifice Controls 1.07 cfs @ 5.45 fps) 2= Sharp- Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.13 fps) Summary for Pond UDS6: StormTank 24 (132 units) Inflow Area = 1.123 ac, 93.03% Impervious, Inflow Depth = 4.39" for 10 Yr event Inflow = 1.12 cfs @ 12.37 hrs, Volume= 0.411 of Outflow = 1.12 cfs @ 12.43 hrs, Volume= 0.411 af, Atten= 0 %, Lag= 3.1 min Primary = 1.12 cfs @ 12.43 hrs, Volume= 0.411 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 87.00' @ 12.43 hrs Surf.Area= 0.014 ac Storage= 0.008 of Plug -Flow detention time= 9.9 min calculated for 0.411 of (100% of inflow) Center -of -Mass det. time= 9.8 min ( 864.3 - 854.5 ) Volume Invert Avail.Storage Storage Description #1 86.40' 0.025 of StormTank 24 x 132 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.027 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.40' 10.0" Vert. Orifice /Grate C=0.600 #2 Primary 87.00' 12.0" Vert. Orifice /Grate C=0.600 Primary OutFlow Max =1.12 cfs @ 12.43 hrs HW= 87.00' (Free Discharge) �__2=Orifice/G 1= Orifice /G rate (Orifice Controls 1.12 cfs @ 2.65 fps) rate (Orifice Controls 0.00 cfs @ 0.22 fps) 17007_Post_Dev_PSDUP Type 111 24 -hr 10 Yr Rainfall= 4.77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 19 Summary for Link POA: Wetland Resource Areas Inflow Area = 11.203 ac, 54.69% Impervious, Inflow Depth = 3.15" for 10 Yr event Inflow = 29.35 cfs @ 12.08 hrs, Volume= 2.938 of Primary = 29.35 cfs @ 12.08 hrs, Volume= 2.938 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 20 Time span =0.00 -96.00 hrs, dt =0.01 hrs, 9601 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method SubcatchmentP1: To UDS 1 Runoff Area = 73.874 sf 84.58% Impervious Runoff Depth= 7.90" Tc =5.0 min CN =94 Runoff =14.64 cfs 1.116 of SubcatchmentP2: To UDS 2 Runoff Area = 15.296 sf 60.78% Impervious Runoff Depth= 7.30" Tc =5.0 min CN =89 Runoff =2.92 cfs 0.213 of SubcatchmentP3: To UDS 3 Runoff Area = 35.787 sf 65.32% Impervious Runoff Depth= 7.42" Tc =5.0 min CN =90 Runoff =6.89 cfs 0.508 of SubcatchmentP4: To UDS4 Runoff Area = 13.454 sf 35.89% Impervious Runoff Depth= 6.57" Tc =5.0 min CN =83 Runoff =2.39 cfs 0.169 of SubcatchmentP5: To UDS5 Runoff Area = 46.045 sf 98.86% Impervious Runoff Depth = 8.38" Tc =5.0 min CN =98 Runoff =9.27 cfs 0.738 of SubcatchmentP6: To UDS6 Runoff Area =2,885 sf 0.00% Impervious Runoff Depth = 5.48" Tc =5.0 min CN =74 Runoff =0.44 cfs 0.030 of SubcatchmentP7: Undetained to Wetland Runoff Area = 300.679 sf 40.37% Impervious Runoff Depth= 6.69" Tc =5.0 min CN =84 Runoff =54.12 cfs 3.849 of Pond UDS 2: StormTank24 (146 units) Peak EIev= 89.40' Storage =0.022 of Inflow =2.92 cfs 0.213 of Outflow =2.81 cfs 0.213 of Pond UDS1: StormTank48 (828 units) Peak EIev= 95.40' Storage =0.330 of Inflow =14.64 cfs 1.116 of Discarded =0.03 cfs 0.224 of Primary=11.08 cfs 0.869 of Outflow =11.11 cfs 1.093 of Pond UDS3: StormTank30 (737 units) Pond UDS4: StormTank 18 (298 units) Pond UDS5: StormTank24 (977 units) Pond UDS6: StormTank24 (132 units) Link POA: Wetland Resource Areas Peak EIev= 89.91' Storage =0.164 of Inflow =6.89 cfs 0.508 of Outflow =2.68 cfs 0.508 of Peak EIev= 87.57' Storage =0.037 of Inflow =2.39 cfs 0.169 of Outflow =0.98 cfs 0.169 of Peak EIev= 89.78' Storage =0.185 of Inflow =9.27 cfs 0.738 of Outflow =6.70 cfs 0.738 of Peak EIev= 88.26' Storage =0.023 of Inflow =7.03 cfs 0.768 of Outflow =6.46 cfs 0.768 of Inflow =71.75 cfs 6.377 of Primary =71.75 cfs 6.377 of Total Runoff Area = 11.203 ac Runoff Volume = 6.624 of Average Runoff Depth = 7.10" 45.31% Pervious = 5.077 ac 54.69% Impervious = 6.127 ac 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment P1: To UDS 1 Runoff = 14.64 cfs @ 12.07 hrs, Volume= 1.116 af, Depth= 7.90" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Descri 11,390 74 >75% Grass cover, Good, HSG C 62,484 98 Paved parking, HSG C 73,874 94 Weighted Average 11,390 15.42% Pervious Area 62,484 84.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P2: To UDS 2 Runoff = 2.92 cfs @ 12.07 hrs, Volume= 0.213 af, Depth= 7.30" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 5,999 74 >75% Grass cover, Good, HSG C 9,297 98 Paved parking, HSG C 15,296 89 Weighted Average 5,999 39.22% Pervious Area 9,297 60.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P3: To UDS 3 Runoff = 6.89 cfs @ 12.07 hrs, Volume= 0.508 af, Depth= 7.42" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 12,412 74 >75% Grass cover, Good, HSG C 23,375 98 Paved parking, HSG C 35,787 90 Weighted Average 12,412 34.68% Pervious Area 23,375 65.32% Impervious Area 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 22 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P4: To UDS4 Runoff = 2.39 cfs @ 12.07 hrs, Volume= 0.169 af, Depth= 6.57" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 8,626 74 >75% Grass cover, Good, HSG C 4,828 98 Paved parking, HSG C 13,454 83 Weighted Average 8,626 64.11 % Pervious Area 4,828 35.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P5: To UDS5 Runoff = 9.27 cfs @ 12.07 hrs, Volume= 0.738 af, Depth= 8.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 523 74 >75% Grass cover, Good, HSG C 45,522 98 Paved parking, HSG C 46,045 98 Weighted Average 523 1.14% Pervious Area 45,522 98.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P6: To UDS6 Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.030 af, Depth= 5.48" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 23 Area (sf) CN Description 2,885 74 >75% Grass cover, Good, HSG C 2,885 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Subcatchment P7: Undetained to Wetland Resource Areas Runoff = 54.12 cfs @ 12.07 hrs, Volume= 3.849 af, Depth= 6.69" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type III 24 -hr 100 Yr Rainfall = 8.62" Area (sf) CN Description 179,304 74 >75% Grass cover, Good, HSG C 121.375 98 Paved oarkina. HSG C 300,679 84 Weighted Average 179,304 59.63% Pervious Area 121,375 40.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Summary for Pond UDS 2: StormTank 24 (146 units) Inflow Area = 0.351 ac, 60.78% Impervious, Inflow Depth = 7.30" for 100 Yr event Inflow = 2.92 cfs @ 12.07 hrs, Volume= 0.213 of Outflow = 2.81 cfs @ 12.09 hrs, Volume= 0.213 af, Atten= 4 %, Lag= 1.3 min Primary = 2.81 cfs @ 12.09 hrs, Volume= 0.213 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 89.40' @ 12.09 hrs Surf.Area= 0.015 ac Storage= 0.022 of Plug -Flow detention time= 16.1 min calculated for 0.213 of (100% of inflow) Center -of -Mass det. time= 16.1 min ( 792.0 - 775.9 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.028 of StormTank 24 x 146 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.030 of Overall x 96.0% Voids Device Routina Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.15' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.6' Crest Height 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 24 Primary OutFlow Max =2.80 cfs @ 12.09 hrs HW= 89.40' (Free Discharge) �__2=Sharp-Crested 1= Orifice /Grate (Orifice Controls 1.10 cfs @ 5.60 fps) Rectangular Weir (Weir Controls 1.70 cfs @ 1.72 fps) Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 95.40' @ 12.13 hrs Surf.Area= 0.107 ac Storage= 0.330 of Plug -Flow detention time= 517.5 min calculated for 1.093 of (98% of inflow) Center -of -Mass det. time= 504.4 min ( 1,263.1 - 758.7 ) Volume Invert Avail.Storage Storage Description #1A 91.50' 0.098 of 22.00'W x 211.00'L x 5.50'H Field A 0.586 of Overall - 0.342 of Embedded = 0.244 of x 40.0% Voids #2A 92.00' 0.329 of StormTank 48 x 828 Inside #1 Inside= 18.0 "W x 48.0 "H => 5.77 sf x 3.001 = 17.3 cf Outside= 18.0 "W x 48.0 "H => 6.00 sf x 3.001 = 18.0 cf 12 Rows of 69 Chambers 0.427 of Total Available Storage Storage Group A created with Chamber Wizard Device Summary for Pond UDS1: StormTank 48 (828 units) Inflow Area = 1.696 ac, 84.58% Impervious, Inflow Depth = 7.90" for 100 Yr event Inflow = 14.64 cfs @ 12.07 hrs, Volume= 1.116 of Outflow = 11.11 cfs @ 12.13 hrs, Volume= 1.093 af, Atten= 24 %, Lag= 3.8 min Discarded = 0.03 cfs @ 3.15 hrs, Volume= 0.224 of Primary = 11.08 cfs @ 12.13 hrs, Volume= 0.869 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 95.40' @ 12.13 hrs Surf.Area= 0.107 ac Storage= 0.330 of Plug -Flow detention time= 517.5 min calculated for 1.093 of (98% of inflow) Center -of -Mass det. time= 504.4 min ( 1,263.1 - 758.7 ) Volume Invert Avail.Storage Storage Description #1A 91.50' 0.098 of 22.00'W x 211.00'L x 5.50'H Field A 0.586 of Overall - 0.342 of Embedded = 0.244 of x 40.0% Voids #2A 92.00' 0.329 of StormTank 48 x 828 Inside #1 Inside= 18.0 "W x 48.0 "H => 5.77 sf x 3.001 = 17.3 cf Outside= 18.0 "W x 48.0 "H => 6.00 sf x 3.001 = 18.0 cf 12 Rows of 69 Chambers 0.427 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 93.85' 24.0" Vert. Orifice /Grate C= 0.600 #2 Primary 96.00' 4.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Discarded 91.50' 0.270 in /hr Exfiltration (C Soils) over Surface area Discarded OutFlow Max =0.03 cfs @ 3.15 hrs HW= 91.56' (Free Discharge) L3= Exfiltration (C Soils) ( Exfiltration Controls 0.03 cfs) Primary OutFlow Max =11.07 cfs @ 12.13 hrs HW= 95.40' (Free Discharge) �__1= Orifice /Grate (Orifice Controls 11.07 cfs @ 4.24 fps) 2= Sharp- Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond UDS3: StormTank 30 (737 units) Inflow Area = 0.822 ac, 65.32% Impervious, Inflow Depth = 7.42" for 100 Yr event Inflow = 6.89 cfs @ 12.07 hrs, Volume= 0.508 of Outflow = 2.68 cfs @ 12.28 hrs, Volume= 0.508 af, Atten= 61 %, Lag= 12.4 min Primary = 2.68 cfs @ 12.28 hrs, Volume= 0.508 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 25 Peak Elev= 89.91' @ 12.28 hrs Surf.Area= 0.076 ac Storage= 0.164 of Plug -Flow detention time= 86.6 min calculated for 0.508 of (100% of inflow) Center -of -Mass det. time= 86.9 min ( 859.7 - 772.8 ) Volume Invert Avail.Storage Storage Description #1 87.60' 0.177 of StormTank 30 x 737 Inside= 18.0 "W x 30.0 "H => 3.63 sf x 3.001 = 10.9 cf Outside= 18.0 "W x 30.0 "H => 3.75 sf x 3.001 = 11.3 cf 0.190 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.60' 5.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.20' 12.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =2.68 cfs @ 12.28 hrs HW= 89.91' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.95 cfs @ 6.99 fps) 2= Orifice /Grate (Orifice Controls 1.73 cfs @ 2.88 fps) Summary for Pond UDS4: StormTank 18 (298 units) Inflow Area = 0.309 ac, Inflow = 2.39 cfs @ Outflow = 0.98 cfs @ Primary = 0.98 cfs @ 35.89% Impervious, Inflow Depth = 6.57" 12.07 hrs, Volume= 0.169 of 12.27 hrs, Volume= 0.169 af, 12.27 hrs, Volume= 0.169 of for 100 Yr event Atten= 59 %, Lag= 11.7 min Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 87.57' @ 12.27 hrs Surf.Area= 0.031 ac Storage= 0.037 of Plug -Flow detention time= 37.0 min calculated for 0.169 of (100% of inflow) Center -of -Mass det. time= 37.2 min ( 829.3 - 792.1 ) Volume Invert Avail.Storage Storage Description #1 86.25' 0.042 of StormTank 18 x 298 Inside= 18.0 "W x 18.0 "H => 2.15 sf x 3.001 = 6.4 cf Outside= 18.0 "W x 18.0 "H => 2.25 sf x 3.001 = 6.8 cf 0.046 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.25' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.98 cfs @ 12.27 hrs HW= 87.57' (Free Discharge) L1= Orifice /Grate (Orifice Controls 0.98 cfs @ 4.98 fps) Summary for Pond UDS5: StormTank 24 (977 units) Inflow Area = 1.057 ac, 98.86% Impervious, Inflow Depth = 8.38" Inflow = 9.27 cfs @ 12.07 hrs, Volume= 0.738 of Outflow = 6.70 cfs @ 12.14 hrs, Volume= 0.738 af, Primary = 6.70 cfs @ 12.14 hrs, Volume= 0.738 of for 100 Yr event Atten= 28 %, Lag= 4.2 min 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 26 Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 89.78' @ 12.14 hrs Surf.Area= 0.101 ac Storage= 0.185 of Plug -Flow detention time= 80.7 min calculated for 0.738 of (100% of inflow) Center -of -Mass det. time= 80.6 min ( 820.0 - 739.4 ) Volume Invert Avail.Storage Storage Description #1 87.80' 0.186 of StormTank 24 x 977 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.202 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 87.80' 6.0" Vert. Orifice /Grate C= 0.600 #2 Primary 89.33' 5.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max =6.69 cfs @ 12.14 hrs HW= 89.78' (Free Discharge) �11=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.34 fps) 2= Sharp- Crested Rectangular Weir (Weir Controls 5.45 cfs @ 2.45 fps) Summary for Pond UDS6: StormTank 24 (132 units) Inflow Area = 1.123 ac, 93.03% Impervious, Inflow Depth = 8.21" for 100 Yr event Inflow = 7.03 cfs @ 12.14 hrs, Volume= 0.768 of Outflow = 6.46 cfs @ 12.18 hrs, Volume= 0.768 af, Atten= 8 %, Lag= 2.6 min Primary = 6.46 cfs @ 12.18 hrs, Volume= 0.768 of Routing by Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Peak Elev= 88.26' @ 12.18 hrs Surf.Area= 0.014 ac Storage= 0.023 of Plug -Flow detention time= 7.3 min calculated for 0.768 of (100% of inflow) Center -of -Mass det. time= 7.2 min ( 826.9 - 819.7 ) Volume Invert Avail.Storage Storage Description #1 86.40' 0.025 of StormTank 24 x 132 Inside= 18.0 "W x 24.0 "H => 2.89 sf x 3.001 = 8.7 cf Outside= 18.0 "W x 24.0 "H => 3.00 sf x 3.001 = 9.0 cf 0.027 of Overall x 96.0% Voids Device Routing Invert Outlet Devices #1 Primary 86.40' 10.0" Vert. Orifice /Grate C=0.600 #2 Primary 87.00' 12.0" Vert. Orifice /Grate C=0.600 Primary OutFlow Max =6.46 cfs @ 12.18 hrs HW= 88.26' (Free Discharge) �__2=Orifice/G 1= Orifice /G rate (Orifice Controls 3.16 cfs @ 5.79 fps) rate (Orifice Controls 3.30 cfs @ 4.20 fps) 17007_Post_Dev_PSDUP Type/// 24 -hr 100 Yr Rainfall = 8.62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCADO 10.00 -13 s/n 08358 © 2014 HydroCAD Software Solutions LLC Page 27 Summary for Link POA: Wetland Resource Areas Inflow Area = 11.203 ac, 54.69% Impervious, Inflow Depth = 6.83" for 100 Yr event Inflow = 71.75 cfs @ 12.09 hrs, Volume= 6.377 of Primary = 71.75 cfs @ 12.09 hrs, Volume= 6.377 af, Atten= 0 %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs ENVIRONMENTAL IMPACT AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD -2) Appendix C Fire Access Study Plan 15 D —NMO N30— DNIA —D :1N- Idd -3NM0 _ w r ® fl ce 9 SlL3Sf1HJtlSSbW `N019NC3\ Vf = g = ry Ge 3nN3AV N30— S9 8 SS Sb ly�j J (dNOSd) NVId 3SN ONV 1N9VVdOl3A3O 3115 AdVNIW112dd g U a Q :eve m a U _ Q � ae y Knee Z-dd iMUS14 1N]WdO13A34 43NNVld 3Hi WA w } _ & -H, NOISNVdX3 sndWVO SIDNIDS ]All 43SOdOU - _ �L � \ as -y s LJ o. o m9 z ° w �w w w w Y age � a \\ a w Ivv � o I III, > a a 0 � z I w �e -$ am w °n Ws - -mo5' WJu ^tee w �iw d�i w6 rii aWO / o °owadd °ow >o aww z ww aaso� H 4 ww nw «o e I wo3_3 Na'aa F > F tt > F ma tt Q Z Uw 00 w tt LL S O jw F I. iimswwiveiN �a nr+vuio ssn�v.om �� � / I ao I rc4 `77 \ ge� I I l w98Q I Via^ I W �I I I a0 Q s� I F I III 9 III r D-C - -7 T it Ii I� do I o 1° PD -2 DISTRICT - AGGREGATE DEVELOPMENT DATA Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts Date: September 29, 2017 TABLE OF AGGREGATE DEVELOPMENT DATA EXISTING PROPOSED 2017 PD -2 Lot Area 1,124,483 sf (45, 55 Hayden) 503,744 sf (65 Hayden) 1,628,227 SF (Total) 1,124,483 sf (45, 55 75 Hayden) 503,744 sf (65 Hayden) 1,628,227 SF (Total) Lot Frontage 1,343 feet (45, 55 Hayden) 748 feet (65 Hayden) 1,343 feet (45, 55, 75 Hayden) 748 feet (65 Hayden) Front Yard Setback 123.8 feet (45, 55, 75 Hayden) 188.6 feet (65 Hayden) 123.8 feet (45, 55, 75 Hayden) 188.6 feet (65 Hayden) Side Yard Setback 416.8 feet (45, 55 Hayden) 152.3 feet (65 Hayden) 416.8 feet (45, 55, 75 Hayden) 152.3 feet (65 Hayden) Rear Yard Setback 138.4 feet (45, 55 Hayden) 118.1 feet (65 Hayden) 138.4 feet (45, 55 75 Hayden) 118.1 feet (65 Hayden) Minimum Side and Rear Yard Facing Residential District N/A N/A Gross Floor Area 370,225± sf (Occupied Buildings) 203,000± sf (Garages) 573,225± sf (Total) 596,669± sf (Occupied Buildings) 563,883± sf (Garages) 1,160,552± sf (Total) Height - Building 57 feet 63 feet Height - Garage 36 feet 84 feet Parking Spaces 1,066 spaces 1,624 spaces Impervious Area 478,746 sf 448,402 sf Off - Street Loading Docks 4 docks 7 docks i GHPOINT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts PARKING SUMMARY - ZONING PARKING REQUIRED (NO PARKING SUMMARY' PARKING PROVIDED EXISTING (INCLUDING PARKING ALLOTMENT REQUIREMENTS ADDRESS REQUIRED RATE 2017 PD -2 GROSS FLOOR AREA 2017 PD -2 NET FLOOR AREA REQUIRED STALLS (PER NFA- ZONING) 45/55 Hayden Ave 3 per 1,000 sf 178,430 sf 142,744 sf 475 65 Hayden Avenue 2.5 per 1,000 sf 198,960 sf 159,168 sf 398 75 Hayden Avenue 2.5 per 1,000 sf 219,279 sf 175,423 sf 439 TOTAL STALLS REQUIRED = 1,312 TOTAL STALLS PROPOSED = 1,624 PARKING SUMMARY - ZONING PARKING REQUIRED (NO DIMENSIONAL STANDARDS PARKING PROVIDED EXISTING (INCLUDING PROPOSED 2017 PD -2 DISTRICT APPROVED 2016 PARKING & R &D TO OFFICE SITE IMPROVEMENTS PLAN) 1,432 spaces Minimum Off - Street Parking 1,066 spaces 1,624 spaces (R &D — 1:500 sf) (R &D — 1:500 sf) Spaces (Office — 1:333 sf) (office — 1:333 sf) PARKING SUMMARY — DEVELOPMENT DATA (FOR REFERENCE ONLY) PARKING REQUIRED (NO PARKING REQUIREMENT PER PARKING PROVIDED CONVERSION OF R &D TO POTENTIAL CONVERSION OF OFFICE) R &D TO OFFICE 1,312 spaces 1,432 spaces 1,624 spaces TRAFFIC IMPACT AND ACCESS STUDY PROPOSED OFFICE EXPANSION 75 Hayden Avenue Lexington, Massachusetts Prepared for: King Street Properties, LLC Updated September 2017 MDM.T.RA.NSP.O.R lanneOrs & Engineer O ANTS, INC. TRAFFIC IMPACT AND ACCESS STUDY PROPOSED OFFICE EXPANSION 75 Hayden Avenue Lexington, Massachusetts Prepared for: King Street Properties, LLC Cambridge, Massachusetts Prepared by: MDM Transportation Consultants, Inc. 28 Lord Road, Suite 280 Marlborough, Massachusetts 01752 Phone: (508) 303 -0370 Fax: (508) 303 -0371 Updated September 2017 Copyright © 2017 by MDM Transportation Consultants, Inc. All Rights Reserved CONTENTS EXECUTIVESUMMARY ......................................................................................... ..............................1 1.0 INTRODUCTION ......................................................................................... ............................... 8 1.1 PROPOSED DEVELOPMENT .............................................................................. ............................... 8 1.2 STUDY METHODOLOGY .................................................................................... ............................... 9 1.3 STUDY AREA ......................................................................................................... .............................10 2.0 EXISTING CONDITIONS ........................................................................... .............................11 2.1 STUDY AREA ROADWAY NETWORK ............................................................. .............................11 2.2 EXISTING TRAFFIC VOLUMES ......................................................................... .............................15 2.3 MEASURED TRAVEL SPEEDS ............................................................................ .............................18 2.4 SAFETY .................................................................................................................... .............................19 2.5 PUBLIC TRANSPORTATION FACILITIES ..................................................... ............................... 23 2.6 SIGHT LINE ANALYSIS ..................................................................................... ............................... 24 3.0 FUTURE CONDITIONS ............................................................................ ............................... 27 3.1 BACKGROUND TRAFFIC GROWTH .............................................................. ............................... 27 3.2 PLANNED /RECOMMENDED AREA ROADWAY IMPROVEMENTS ....... ............................... 29 3.3 NO -BUILD TRAFFIC VOLUMES ...................................................................... ............................... 30 3.4 SITE - GENERATED TRAFFIC ............................................................................ ............................... 31 3.5 TRIP DISTRIBUTION AND ASSIGNMENT .................................................... ............................... 33 3.6 BUILD TRAFFIC VOLUMES .............................................................................. ............................... 34 3.7 TRAFFIC VOLUME INCREASES - PROPOSED EXPANSION ..................... ............................... 34 4.0 TRAFFIC OPERATIONS ANALYSIS ....................................................... ............................... 35 4.1 CAPACITY ANALYSIS PROCEDURES ............................................................ ............................... 35 4.2 INTERSECTION CAPACITY ANALYSIS RESULTS ....................................... ............................... 35 5.0 PARKING ....................................................................................................... .............................41 5.1 PEAK PARKING RATES .................................................................................... ............................... 41 5.2 OBSERVED PEAK PARKING DEMAND ........................................................ ............................... 42 5.3 PEAK PARKING DEMAND - NO -BUILD CONDITIONS ........................... ............................... 43 5.4 PEAK PARKING DEMAND -BUILD CONDITIONS .................................... ............................... 44 5.5 PARKING SUMMARY ........................................................................................ ............................... 44 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................... .............................45 6.1 ACCESS IMPROVEMENTS ................................................................................ ............................... 45 6.2 OFF -SITE IMPROVEMENTS ................................................................................ .............................46 6.3 TRAVEL DEMAND MANAGEMENT (TDM) POLICIES .............................. ............................... 47 6.4 CONCLUSIONS ................................................................................................... ............................... 49 \1 1t \1 S:AProjects \887 - Lexington (King Street Properiies)ADocuments \887 TIAS02 Final.doc FIGURES Number Title 1 Site Location Map 2 Preliminary Site Layout 3 2017 Existing Weekday Morning Peak Hour Traffic Volumes 4 2017 Existing Weekday Evening Peak Hour Traffic Volumes 5 2024 No -Build Weekday Morning Peak Hour Traffic Volumes 6 2024 No -Build Weekday Evening Peak Hour Traffic Volumes 7 Trip Distribution 8 Site - Generated Trips - Weekday Morning Peak Hour 9 Site - Generated Trips - Weekday Evening Peak Hour 10 2024 Build Weekday Morning Peak Hour Traffic Volumes 11 2024 Build Weekday Evening Peak Hour Traffic Volumes 12 Existing Parking Summary — Peak Parking Demand 13 Existing Parking Demand 14 No -Build Parking Demand 15 Build Parking Demand \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLES Number Title 1 Existing Roadway Traffic- Volume Summary 2 Trip Generation Comparison — Projected Campus vs. Permitted 2009 APSDUP 3 Speed Study Results — Hayden Avenue 4 Intersection Crash Summary — 2010 through 2014 5 Stopping Sight Distance Summary 6 Intersection Sight Distance Summary 7 Summary of Transportation Improvements by Others 8 Trip- Generation Summary — ITE Basis 9 Trip- Generation Comparison — Existing Campus vs. ITE (Office) 10 Trip- Generation Comparison — Permitted vs. Proposed 11 Intersection Traffic Volume Increases 12 Unsignalizcd Intersection Capacity Analysis Results — Weekday Morning Peak Hour 13 Unsignalizcd Intersection Capacity Analysis Results — Weekday Evening Peak Hour 14 Signalized Intersection Capacity Analysis Results — Weekday Morning Peak Hour 15 Signalized Intersection Capacity Analysis Results — Weekday Evening Peak Hour 16 Peak Parking Rates 17 Mitigated Intersection Capacity Analysis Results \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc EXECUTIVE SUMMARY This report presents a transportation impact and access evaluation for a 209,000± net leasable square foot (sf) expansion (219,279± gross sf building) to the existing campus located at 45 - 65 Hayden Avenue in Lexington, MA. The evaluation includes existing traffic operations in the study area, assesses incremental impacts on area roadways under future year conditions with and without the development, documents parking characteristics of the PD -2 zoning district and identifies transportation actions and policies employed by King Street Properties under the 2009 Amended Preliminary Site Development and Use Plan (2009 APSDUP) to reduce site trip generation and associated impacts to area roadways. This TIAS has been prepared in accordance with the Town of Lexington guidelines for traffic impact studies and Executive Office of Energy and Environmental Affairs /Massachusetts Department of Transportation (EEA /MassDOT) guidelines. This updated report has been issued to incorporate information requested as part of peer review comments received from Howard Stein Hudson (HSH) and the Town of Lexington planning staff as well as to provide consistency with updates that have been incorporate to the project design and plans to date. E.1 PROTECT DESCRIPTION The Project Site (45 - 65 Hayden Avenue) is a 37.36 -acre campus with approximately 377,390 gross square feet (gsf) of office /laboratory use in two buildings located along the northern side of Hayden Avenue in Lexington, Massachusetts. Figure 1 shows the site location relative to area roadways. The site is located within a planned commercial (PD -2) zoning district. A total of 1,066 parking spaces (343 garage spaces and 723 surface spaces) are provided for the combined 45, 55 and 65 Hayden Avenue properties (PD -2 District). Access to the Project Site is provided by two unsignalized driveways along Hayden Avenue. The driveways connect via an internal loop road in the rear portion of the Campus adjacent to several surface parking lots. A third driveway provides access /egress to loading docks behind the 65 Hayden Avenue building. 1 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Under the proposed development program, a new 219,279± gsf office and research and development building will be constructed at the Campus with an address of 75 Hayden Avenue. After expansion, the Site will have a total of 1,624 on -site parking spaces (205 surface spaces and 1,419 garage spaces) for the combined 45, 55, 65, and 75 Hayden Avenue properties (PD -2 District)'. The parking supply will include 42 total accessible parking spaces, 18 of which will be van accessible. The project will also include 84 total bicycle parking spaces (42 long term spaces within the garages and 42 short term near the building entrances and patios). Primary access /egress for the Site will remain via the two unsignalized driveways along Hayden Avenue. As part of the project the eastern driveway approach to Hayden Avenue will be widened to accommodate separate left and right turn departure lanes. The third driveway providing access /egress to the loading docks and potentially 42± parking spaces behind the 65 Hayden Avenue building will also remain. The proposed 75 Hayden building will have three (3) loading docks at the northeast corner of the building that are sized to meet the dimensional requirements. E.2 STUDYAREA This TIAS evaluates transportation characteristics of roadways and intersections that provide a primary means of access to the site, and that are likely to sustain a measurable level of traffic impact from the development. Study area intersections included in the traffic evaluation are selected to comply with guidance under Zoning Bylaw § 135 -5, Article XIV, § 175 -71 of the Development Regulations and based on projected 5 percent or higher change in volume at intersection approaches. The study area includes the following intersections as shown in Figure 1: • Hayden Avenue at Primary Driveways (2 - Unsignalized) • Hayden Avenue at Route 2 Westbound on -ramp ( Unsignalized) • Hayden Avenue at Route 2 Westbound off -ramp ( Unsignalized) • Hayden Avenue at Spring Street (Signalized) • Waltham Street at Hayden Avenue ( Unsignalized) • Spring Street at Concord Avenue (Signalized) • Concord Avenue at Route 2 Eastbound on /off -ramp • Marrett Road (Route 2A) at Spring Street (Signalized) ' A development cap is proposed in the Preliminary Site Development and Use Plan/PSDUP for the PD -2 District that includes up to 51 additional parking spaces (1,675 total) and gross building area of 35,000 gsf above the 219,279 gsf nominal development program cited in this TIAS. These incremental development increases are proposed to allow reasonable flexibility in final design of Campus buildings and parking structures and are not expected to generate a materially significant change in impact relative to findings of this TIAS. Projected impacts in this TIAS are based on industry standard trip estimates which are shown to be up to 33 percent higher than actual measured performance of the Campus and no trip credits are taken for the proposed Transportation Demand Management (TDM) program. 2 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc E.3 TRIP GENERATION The office -based ITE trip standards are deemed to be conservative on the basis that actual site trip activity for the existing Campus buildings (377,390 gross square feet (gsf) and 600± total employees) at 45, 55, and 65 Hayden Avenue are documented to fall notably below ITE trip rates for office uses. Specifically, the number of observed trips at the Campus (45, 55, and 65 Hayden Avenue) buildings are 175 trips (33 percent) lower than ITE projections during the weekday morning peak hour and 156 trips (31 percent) lower during the evening peak hour. On a daily basis the Campus at full occupancy will generate approximately 210 fewer daily trips (6 percent). Projected campus trip generation with expanded employment occupancy up to a theoretical maximum of 1,100 persons would result in 3,392 vehicle -trips daily with 370 vehicle -trips during the weekday AM peak hour and 345 vehicle -trips during the weekday PM peak hour. This scenario would represent operations under a development scenario with an all office use of the campus buildings. While the proposed building use is proposed to be 50% general office and 50% R &D, a 100% office scenario was assumed for analysis and permitting purposes for the potential /allowable future use of the site under the higher impact land use category. Therefore, the analyses presented in this TIAS for the expansion are based on industry- standard trip rates published by the Institute of Transportation Engineers (ITE) for land use code (LUC) 710 - general office based on trip rates for 219,279± gsf. The project expansion is estimated to generate approximately 265 additional peak hour vehicle trips during the weekday morning peak hour and 236 additional vehicle trips during the weekday evening peak hour compared to the permitted Campus under the 2009 APSDUP programming. In summary, as a conservative measure and to be consistent with protocol used in recent development impact studies for area developments including the Campus the higher - volume ITE -based estimates for general office space use was used to evaluate project impacts and as such is expected to result in fewer trips than analyzed in this TIAS. E.4 SUMMARY OF ANALYSIS AND FINDINGS Traffic volume increases at the study area intersections are projected to be below 10% at most locations assuming the conservative ITE office land use trip rates. The highest level of impact from a volume increase perspective will be the Hayden Avenue intersection with the Route 2 westbound on ramp. This level of impact is likely overstated based on actual site programming. The project traffic is expected to dissipate quickly within the project area due to exceptional highway access and numerous travel routes to and from the site. 3 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Under Build conditions, capacity analyses indicate the following key findings: ❑ The signalized intersection of Hayden Avenue at Spring Street will continue to operate at an overall LOS D or better during the weekday morning and weekday evening peak hours. Improved signal timing to be implemented by the Proponent are described under Recommendations and Conclusions and will result in comparable or improved operations compared to No -Build conditions with an overall LOS C or better during the peak hours. ❑ Turns from the Site Driveways onto Hayden Avenue will operate with moderate delays at LOS D or better during the peak hours. Mainline travel along Hayden Avenue will continue to operate with minimal delay at LOS A. ❑ The intersections of Hayden Avenue at the Route 2 WB off -ramp and at Waltham Street will operate with long delays on the northbound off -ramp approach during the weekday morning peak hour and for the eastbound left turn onto Waltham Street during the peak hours. Mainline traffic along Hayden Avenue and Waltham Street operate with minimal delay. The project will not significantly alter operations compared to No -Build conditions. E.5 MITIGATION Roadway improvements that support projected traffic increases associated with the proposed development are identified that minimize /offset project - related traffic impacts and address access needs for the Site. Recommended improvements include (a) access - related improvements, (b) off -site improvements, and (c) TDM policies. Access Improvements MDM recommends, subject to receipt of applicable permits and approvals, access - related improvements aimed at enhancing traffic operations and /or travel safety including the following which have been added to the Site Plan: ❑ While operations result in moderate delay, given the location of the majority of the parking to be located proximate to the eastern driveway it may be desirable to widen the eastern driveway approach to Hayden Avenue to provide separate exclusive left turn and exclusive right turn lanes to accommodate the 951h percentile queue lengths. The driveway alignment, widths and curb radii have been designed to achieve (a) approximate perpendicular orientation with Hayden Avenue; and (b) curb radii as required to accommodate the design vehicle for the Site. In all cases, final driveway grading and orientation should meet or exceed minimum recommended stopping sight distance presented herein. 4 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ The development incorporates sidewalks that connect the parking areas to the main entranceways of the proposed building. A sidewalk that connects the on -site walkways with the existing sidewalk system along Hayden Avenue has also been incorporated. ❑ STOP signs (R1 -1) and STOP line pavement markings have been added to the three driveway approaches to Hayden Avenue. The signs and pavement markings shall be compliant with the Manual on Uniform Traffic Control Devices (MUTCD). ❑ Plantings (shrubs, bushes) and structures (walls, fences, etc.) should be maintained at a height of 2 feet or less within the sight lines in vicinity of the Site driveway intersection with Hayden Avenue and internal site intersections to provide unobstructed sight lines. Off -Site Improvements Under future Build mitigated conditions, it is assumed that funds from the transportation stabilization fund which the proposed project is contributing towards will fund the installation of traffic signals at the Hayden Avenue /Waltham Street intersection, the Waltham Street /Route 2 Westbound Off -Ramp intersection, and the Hayden Avenue /Route 2 Westbound Off -Ramp intersection as recommended in the South Lexington Transportation Study. The analysis results indicate that following implementation of traffic signal control consistent with recommendations of the South Lexington Transportation Study, the intersections of Hayden Avenue at the Route 2 WB off -ramp and at Waltham Street will operate at LOS B or better during the peak hours. Travel Demand Management (TDM) Policies King Street Properties currently implements an existing aggressive and successful traffic demand management (TDM) program at its properties along Hartwell Avenue in Lexington, MA. King Street Properties also implements a TDM program for the Site's employees that follow the general framework established in the 2009 APSDUP for the Site. The TDM program for the Site will include the following key elements: ❑ Route 128 Business Council Membership. King Street Properties is a paid member of the Route 128 Business Council. This partnership provides 45 -65 Hayden Avenue tenants with valuable resources including: • Carpool matching Database • NuRide • Alewife Shuttle • Guaranteed Ride Home • Individual transportation and route planning assistance • Bicycle route maps and route planning assistance • On -site commuter benefit events • On -line trip planning tools 1 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ Transportation Coordinator. King Street Properties will designate a transportation coordinator that communicates with employees through frequent emails, tweets, and building memorandums announcing programs, incentives, reminders, and other useful information intended to decrease single occupancy vehicles (SOV's). ❑ Employee Transit Subsidies. King Street Properties participates at a level three sponsorship of the Alewife Shuttle and reimburses 100% of the cost of monthly T- passes and the Alewife Shuttle for qualifying full -time employees that utilize T services three or more days per week. This sponsorship will be provided to all new tenants at the Site through lease agreements. ❑ Alternative Transportation Incentives. Employees at the campus who choose a bicycle over a car and those that sign out bicycles will be entered into drawings throughout the year to win various gift certificates or incentives. These incentives may include bike related items like sneakers and /or fitness attire, as well as services such as bike tune -ups and other special events. The tenants may be offered discounts at a local bicycle shop for helmets, free bicycle maintenance classes are also offered a couple times per year. ❑ On -Site Showcrs /Lockers. The campus's facilities are outfitted with showers and locker facilities to encourage bicycle commuting and employee exercise programs. ❑ On -Site Support Services /Amenities. The campus's facilities include services and amenities that encourage employees to remain on -site for essential services and internalize trip making to the campus including: • A full cafeteria with catering options • Fitness center offered to employees • On -site mailboxes • On -site Fed -Ex boxes • Showers and changing rooms • Outdoor park space with connection to trail system ❑ Shire Shuttle. A current tenant at the Site operates a shuttle service between the property and its other buildings in the area including its main campus located at 300 Shire Way in Lexington. ❑ Central Listing of Alternative Transportation Services. King Street Properties will develop a website to post information regarding area transportation and local businesses. The company will also post information regarding its Bike Share programs. Alewife shuttles and other public transportation routes /schedules are also posted in the break room areas at the Site. 6 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ Bike Share Program. King Street Properties will provide bike racks to be centrally located at the Site. The quantity of bikes stored on the racks will be monitored closely on a daily basis to ensure adequate space is available. King Street properties are committed to provide additional bike storage as occupancy levels increase. As part of the Bike Share program tenants will have the ability to sign out a bicycle to pick -up lunch, do other local errands, or just enjoy a ride. Multiple sized helmets will be made available. The above - mentioned amenities including the on -site shower and changing facility are available to support the program. ❑ Transportation Management Events. To incentivize employee participation in all programs, King Street Properties is committed to holding multiple transportation management events throughout the year. ❑ ShuttlelBus Stop. To encourage additional participation in public transportation services, King Street Properties commits to providing a new shuttle/bus stop along Hayden Avenue or within the Campus subject to provisions of the memorandum of understanding with the Town. E.6 CONCLUSIONS There is adequate capacity along Hayden Avenue and at the study intersections to accommodate the proposed development. Existing and proposed funds that are included in the transportation stabilization fund will allow the Town to move forward with area transportation improvements which will enhance the operations within the study area. Planned area improvements include optimizing the traffic signal timing at the intersection of Hayden Avenue /Spring Street as part of on -going traffic signal maintenance and the signalization at the following locations (a) the Hayden Avenue /Waltham Street intersection, (b) the Waltham Street /Route 2 Westbound Off -Ramp intersection, and (c) the Hayden Avenue /Route 2 Westbound Off -Ramp intersection. Proposed access /egress improvements will provide ample capacity to accommodate site - generated traffic while also enhancing safety and capacity in the study area. In addition, proposed access /egress along Hayden Avenue will be designed to ensure that adequate sight lines are provided in accordance with AASHTO criteria based on ambient travel speeds. The Campus, upon full occupancy, including the planned expansion, will have a peak parking demand of 1,526 parking spaces, leaving a parking vacancy of 98 spaces (6 percent). Accordingly, 1,624 marked spaces at the Campus are appropriate for planning the future expansion and an infill of vacant office space under a development scenario with a more intensive parking requirement (i.e. an all office use of the campus buildings). 7 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 1.0 INTRODUCTION This report presents a transportation impact and access evaluation for a 209,000± net leasable square foot (sf) expansion (219,279± gross sf building) to the existing campus located at 45 - 65 Hayden Avenue in Lexington, MA. The evaluation includes existing traffic operations in the study area, assesses incremental impacts on area roadways under future year conditions with and without the development, documents parking characteristics of the PD -2 zoning district and identifies transportation actions and policies employed by King Street Properties under the 2009 Amended Preliminary Site Development and Use Plan (2009 APSDUP) to reduce site trip generation and associated impacts to area roadways. This TIAS has been prepared in accordance with the Town of Lexington guidelines for traffic impact studies and Executive Office of Energy and Environmental Affairs /Massachusetts Department of Transportation (EEA /MassDOT) guidelines. This updated report has been issued to incorporate information requested as part of peer review comments received from Howard Stein Hudson (HSH) and the Town of Lexington planning staff as well as to provide consistency with updates that have been incorporate to the project design and plans to date. 1.1 PROPOSED DEVELOPMENT The Project Site (45 - 65 Hayden Avenue) is a 37.36 acre campus with approximately 377,390 gross square feet (gsf) of office /laboratory use in two buildings located along the northern side of Hayden Avenue in Lexington, Massachusetts. Figure 1 shows the site location relative to area roadways. The site is located within a planned commercial (PD -2) zoning district. A total of 1,066 parking spaces (343 garage spaces and 723 surface spaces) are provided for the combined 45, 55 and 65 Hayden Avenue properties (PD -2 District). Access to the Project Site is provided by two unsignalized driveways along Hayden Avenue. The driveways connect via an internal loop road in the rear portion of the Campus adjacent to several surface parking lots. A third driveway provides access /egress to loading docks behind the 65 Hayden Avenue building. \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Traffic Impact & Access Study Lexington, Massachusetts TRANSPORTATION CONSULTANTS, INC. Figure 1 MDM Planners & Engineers Site Location Date: September 2017 The preliminary Site layout showing site access, circulation, parking, and building layout is presented in Figure 2. Under the proposed development program, a new 219,279± gsf office and research and development building will be constructed at the Campus with an address of 75 Hayden Avenue. After expansion, the Site will have a total of 1,624 on -site parking spaces (205 surface spaces and 1,419 garage spaces) for the combined 45, 55, 65, and 75 Hayden Avenue properties (PD -2 District). The parking supply will include 42 total accessible parking spaces, 18 of which will be van accessible. The project will also include 84 total bicycle parking spaces (42 long term spaces within the garages and 42 short term near the building entrances and patios). Primary access /egress for the Site will remain via the two unsignalized driveways along Hayden Avenue. As part of the project the eastern driveway approach to Hayden Avenue will be widened to accommodate separate left and right turn departure lanes. The third driveway providing access /egress to the loading docks and potentially 42± parking spaces behind the 65 Hayden Avenue building will also remain. The proposed 75 Hayden building will have three (3) loading docks at the northeast corner of the building that are sized to meet the dimensional requirements. 1.2 STUDY METHODOLOGY This transportation impact and access evaluation is conducted in accordance with Local and State (EEA /MassDOT) guidelines, and consists of several steps. The first step documents existing conditions in the transportation study area including an inventory of roadway geometry, observed traffic volumes, and safety characteristics. Next, future year traffic conditions are forecast that account for other planned area developments, normal area growth, and development - related traffic increases. The third step quantifies operating characteristics of the primary study intersections. Specific attention is given to the incremental impacts of the proposed development. Finally, specific transportation demand management mitigation actions being implemented by King Street Properties within the Town of Lexington are documented that serve to minimize site trip generation and that are consistent with mitigation requirements cited in the 2009 APSDUP for the PD -2 District. 01 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc N U U N i ---- W 0 0 0 W 0 0 a� a� v 0 0 0 W d d a a x N CA w O C� PLO O u z z �v v o� 4 o� o o z 3U -o 0 F- 00 o�� 1.3 STUDYAREA This TIAS evaluates transportation characteristics of roadways and intersections that provide a primary means of access to the site, and that are likely to sustain a measurable level of traffic impact from the development. Study area intersections included in the traffic evaluation are selected to comply with guidance under Zoning Bylaw § 135 -5, Article XIV, § 175 -71 of the Development Regulations and based on projected 5 percent or higher change in volume at intersection approaches. The study area includes the following intersections as shown in Figure 1: ❑ Hayden Avenue at Primary Driveways (2 - Unsignalized) ❑ Hayden Avenue at Route 2 Westbound on -ramp (Unsignalized) ❑ Hayden Avenue at Route 2 Westbound off -ramp (Unsignalized) ❑ Hayden Avenue at Spring Street (Signalized) ❑ Waltham Street at Hayden Avenue (Unsignalized) ❑ Spring Street at Concord Avenue (Signalized) ❑ Concord Avenue at Route 2 Eastbound on /off -ramp ❑ Marrett Road (Route 2A) at Spring Street (Signalized) 10 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 2.0 EXISTING CONDITIONS In order to provide a basis for quantifying the transportation impacts of the development, the existing roadway system and the existing traffic operations of study area roadways were reviewed. This section describes the existing traffic characteristics and operations of roadways and intersections within the study area. Specifically, this section presents an overview of the traffic data collection program, existing traffic volumes and safety data. 2.1 STUDY AREA ROADWAY NETWORK The study area roadways and intersections are described briefly in this section. A general description of the physical roadway and intersection features is provided. The study area includes roadways under State and local jurisdiction. The study area and intersections are depicted in Figure 1. 2.1.1 Roadways Hayden Avenue Hayden Avenue is classified as an Urban Collector roadway by the Massachusetts Department of Transportation (MassDOT) that runs in an east -west direction and is under state (MassDOT) jurisdiction. Hayden Avenue is a frontage roadway to Route 2 westbound which connects Spring Street to the west with Waltham Street to the east. In the immediate study area, Hayden Avenue provides one travel lane in each travel direction and additional lanes are provided at its intersections with Spring Street, Waltham Street and the Route 2 WB on -ramp. In the immediate study area, Hayden Avenue is approximately 40 feet wide and generally provides a straight alignment with areas of rolling terrain located to the east and west. Pavement markings include a double yellow centerline and single white edge lines and granite curbing is provided along its entire length. There was no observed posted speed limit along Hayden Avenue; however, under MGL Chapter 90 Section 17 ( "Prima Facie' Speed Limits) the regulatory speed limit is assumed to be 40 miles per hour (mph). A sidewalk is provided along the northern side of Hayden Avenue. Land uses along Hayden Avenue include several office buildings, research and development buildings, the Lahey Outpatient Center and several undeveloped wooded areas. 11 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Spring Street Spring Street is classified as an Urban Minor Arterial roadway by the MassDOT and generally runs in a north -south direction under local (Town) jurisdiction. The roadway provides a connection between Smith Street in Waltham to the south and Marrett Road (Route 2A) to the north. Spring Street generally provides a single travel lane in each direction with additional turn lanes at its intersections with Hayden Avenue, Concord Avenue and the entrance to Spring Street Office Park. A sidewalk is provided along the western side of Spring Street. The posted speed limit along Spring Street ranges from 30 mph to 35 mph. Land use along Spring Street includes a mix of several office buildings, research and development buildings, a Day School, a religious center and single family residential housing. Waltham Street Waltham Street is classified as an Urban Other Principal Arterial roadway by the MassDOT and generally runs in a north -south direction under state (MassDOT) jurisdiction from Concord Avenue through Hayden Avenue with the remainder of Waltham Street under local (Town) jurisdiction. The roadway provides a connection between Lexington Street in Waltham to the south and the Massachusetts Avenue (Route 4/225) to the north. In the immediate study area, Waltham Street is currently marked as a single wide travel lane in each direction but is wide enough to provide two lanes in each direction near its interchange with Route 2. Additional turn lanes are provided on Waltham Street at its major intersections. In the immediate study area, a sidewalk is provided along its eastern side. The posted speed limit along Waltham Street ranges from 20 mph at for the Jonas Clark Middle School and athletic fields (which are also located on the adjacent Stedman Road) up to 40 mph. The posted speed limit near Hayden Avenue is 35 mph. Land use along Waltham Street in the immediate study area is primarily residential houses; however, Waltham Street also includes the following land uses: Stone Meadow Golf, several undeveloped /recreational areas, the Lexington High School and commercial activity near its intersections with Route 2A and Route 4 /Route 225. Marrett Road (Route 2A) Marrett Road (Route 2A) is classified as an Urban Minor Arterial roadway by the MassDOT and generally runs in an east -west direction under state (MassDOT) jurisdiction. The roadway connects Route 128 with Great Road (Route 2A) in Lincoln to the west with Massachusetts Avenue (Route 4 /Route 225) to the east. Land uses along Marrett Road (Route 2A) include a mix of residential and commercial uses. The posted speed limit along Marrett Road in the immediate study area is 30 mph. Within the study area, sidewalks are provided along Marrett Road in the vicinity of Spring Street. 12 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Concord Avenue Concord Avenue is classified as an Urban Minor Arterial roadway by the MassDOT and generally runs in an east -west direction. Within the study area, Concord Avenue is generally under local (Town) jurisdiction except at the Route 2 EB ramps where it is under MassDOT jurisdiction. The roadway provides a connection between Spring Street to the west and continues running to the south and parallel to Route 2 into the Town of Belmont and City of Cambridge to the east. A sidewalk is provided along the southern side of Spring Street between Spring Street and Waltham Street. The posted speed limit along Concord Avenue is 35 mph. Land use along Concord Avenue within the study area is primarily residential and includes the Cotting School. 2.1.2 Intersections Hayden Avenue at 55/65 Hayden Avenue (Westerly Site Drive) Hayden Avenue intersects the 55/65 Hayden Avenue site driveway to form an unsignalized, three - legged intersection. The Hayden Avenue eastbound approach provides a single shared through /left -turn lane and a marked bike lane. The Hayden Avenue westbound approach provides a single shared through /right -turn lane and a marked bike lane. The site driveway southbound approach provides a shared left/ right -turn lane under "STOP" control. Land use at the intersection consists of wooded area between Hayden Avenue and Route 2 and the office /laboratory buildings located at 45/55/65 Hayden Avenue. Hayden Avenue at 45 Hayden Avenue (Easterly Site Drive) Hayden Avenue intersects the 45 Hayden Avenue site driveway to form an unsignalized, three - legged intersection. The Hayden Avenue eastbound approach provides a single shared through /left -turn lane and a bike lane. The Hayden Avenue westbound approach provides a single shared through /right -turn lane and a bike lane. The site driveway southbound approach provides a shared left/ right -turn lane under "STOP" sign control. Land use at the intersection consists of wooded area between Hayden Avenue and Route 2 and the office /laboratory buildings located at 45/55/65 Hayden Avenue. Spring Street at Hayden Avenue /Shire Way Spring Street intersects Hayden Avenue /Shire Way to form a signalized, four - legged intersection. The Spring Street southbound approach to the intersection provides an exclusive left -turn lane, a through travel lane and an exclusive left -turn lane. The Spring Street northbound approach to the intersection provides an exclusive left -turn lane and a shared through /right -turn lane. The Shire Way approach to the intersection provides an exclusive left - turn lane and a shared through /right -turn lane. The Hayden Avenue approach to the intersection provides an exclusive left -turn lane, a through lane and a channelized right -turn lane under "Yield" control. Land use at the intersection consists of office, manufacturing and R &D developments including Shire and Ledgemont Technology Center. 13 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Hayden Avenue at Route 2 Westbound on -ramp Hayden Avenue intersects the Route 2 westbound on -ramp to form an unsignalized, three - legged intersection. The Hayden Avenue eastbound approach provides a through travel lane, an exclusive channelized right turn lane, and a marked bike lane. The Hayden Avenue westbound approach provides an exclusive left -turn lane, a through travel lane, and a marked bike lane. The ramp exclusively permits movements onto Route 2 westbound and therefore, there is no northbound approach. Land use at the intersection consists of a wooded area between Hayden Avenue and Route 2 and the office /laboratory buildings located at the Ledgemont Technology Center. Hayden Avenue at Route 2 Westbound off -ramp (Exit 54A) Hayden Avenue intersects the Route 2 westbound off -ramp to form an unsignalized, three - legged intersection. The Hayden Avenue eastbound approach provides a single through travel lane and a marked bike lane. The Hayden Avenue westbound approach provides a single through travel lane and a marked bike lane. The Route 2 westbound off -ramp provides an exclusive left turn lane and an exclusive channelized right turn lane which is under "Yield" control. Land use at the intersection consists of a wooded area between Hayden Avenue and Route 2, the Lahey Outpatient Center, and undeveloped land. Waltham Street at Hayden Avenue Waltham Street intersects Hayden Avenue to form an unsignalized, four - legged intersection. The Waltham Street northbound approach provides an unmarked exclusive left turn lane and an unmarked wide shared through /right turn lane. The Waltham Street southbound approach provides an unmarked exclusive right turn lane and an unmarked wide shared left /through lane. The Hayden Avenue eastbound approach provides a shared left/ through lane under "STOP" control and a channelized right turn lane which is under "Yield" control. A residential driveway provides the westbound approach to the intersection under "STOP" control. Land use at the intersection consists of residential housing and land under the control of MassDOT for Route 2. Spring Street at Concord Avenue The Concord Avenue /Spring Street intersection is a four - legged signalized intersection. The Spring Street northbound approach provides a single through /right turn lane. The Spring Street southbound approach provides an exclusive left turn lane and through travel lane. The Concord Avenue westbound approach provides an exclusive left turn lane and an exclusive right turn lane. The School Driveway eastbound approach provides a single left /through /right turn lane. Land use at the intersection consists of residential housing and the Community Therapeutic Day School. 14 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Marrett Road (Route 2A) at Spring Street Spring Street intersects Marrett Road to form a three - legged, signalized intersection. The Marrett Road eastbound approach to the intersection provides a shared through /right -turn lane. The Marrett Road westbound approach to the intersection provides an exclusive left -turn lane and a through travel lane. The Spring Street approach to the intersection provides a single, general - purpose travel lane. Land use at the intersection consists of single - family homes and a Benjamin Moore paint store. 2.2 EXISTING TRAFFIC VOLUMES Traffic - volume data used in this study were obtained by mechanical and manual methods in May 2017. Automatic traffic recorder counts (ATRs) were conducted on Hayden Avenue and at the site driveway over a 24 hour weekday period. Manual turning movement counts (TMCs) were conducted at the study intersections during the weekday morning (7:00 AM to 9:00 AM) and weekday evening (4:00 PM to 6:00 PM) peak periods. These hours represent the combination of busiest activity periods of the site and commuter traffic periods. 2.2.1 Daily Trams Daily traffic volumes were collected along the site driveways for the Campus (45/55/65 Hayden Street) and along Hayden Avenue between the Campus driveways in May 2017. At the time of the counts there were approximately 600 total (full and part -time) employees at the Campus. The results of the counts are summarized in Table 1 and included in the Appendix. TABLE 1 EXISTING ROADWAY TRAFFIC - VOLUME SUMMARY 'Two -way traffic volume with no seasonal adjustment. zvpd =vehicles per day 3 vph = vehicles per hour 4The percent of daily traffic that occurs during that time period 5 EB = Eastbound, WB = Westbound 15 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Percent of Peak Flow Location Volume' Daily Traffic4 Direction Hayden Avenue between the 45 and 55165 Hayden Avenue Driveways Daily (24- hours) 7,489 vpd2 100% 73% WB5 Morning Peak Hour 942 vph3 13% 85% WB Evening Peak Hour 646 vph 9% 58% WB Campus — 55165 Hayden Avenue Driveway Daily (24- hours) 918 vpd2 100% -- Morning Peak Hour 85 vph3 9% 89% Enter Evening Peak Hour 82 vph 9% 90% Exit Campus - 45 Hayden Avenue Driveway Daily (24- hours) 931 vpd2 100% -- Morning Peak Hour 117 vph3 13% 88% Enter Evening Peak Hour 106 vph 11% 91% Exit 'Two -way traffic volume with no seasonal adjustment. zvpd =vehicles per day 3 vph = vehicles per hour 4The percent of daily traffic that occurs during that time period 5 EB = Eastbound, WB = Westbound 15 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc As summarized in Table 1: ❑ Hayden Avenue Trips. Daily traffic volume on Hayden Avenue in the site vicinity is approximately 7,489 vehicles per day (vpd) on weekdays with a heavy directional flow westbound. Peak hour traffic flow on Hayden Avenue is approximately 9 to 13 percent of daily flow with directional flow split heavier westbound during both the weekday morning peak hour and evening peak hour, consistent with commuter patterns and proximity to the Route 2 westbound on /off ramps. ❑ Campus Trips. Weekday daily traffic volume for the Campus is approximately 1,849 vehicles per day (vpd). Peak hour traffic flow is approximately 10 to 11 percent of daily flow with directional flow split 89% entering during the weekday morning peak hour and 91% exiting during the weekday evening peak hour. MDM notes that construction activity associated with on -going parking and on -site improvements was present during the observation period which was not removed from the daily campus volumes. The construction impact during the peak hours (AM and PM) was observed to be minimal. Given the fact that the counts were not adjusted for construction activity, the counts are slightly conservative, specifically, during the 24 hour daily period. ❑ Critical Study Period. The weekday morning peak hour is the critical time period for the immediate study area, as the weekday morning peak hour volumes were 46 percent higher than the weekday evening peak hour volumes for Hayden Avenue. 16 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 2.2.2 Trip Generation Characteristics Table 2 presents a summary of observed trip generation characteristics for the existing Campus (600± total employees) adjusted to reflect an expansion of on -site employment to accommodate up to a maximum of 1,100 employees within existing building space. These trips are compared to projected campus trips under the 2009 APSDUP, concluding that trips at full building occupancy will fall below the permitted levels cited in the 2009 APSDUP. TABLE 2 TRIP - GENERATION COMPARISON PROJECTED CAMPUS VS. PERMITTED 2009 APSDUP Existing Projected Period /Direction Campus' Campusz Weekday Morning Peak Hour Permitted 2009 APSDUP3 Difference Entering 179 328 359 -31 Exiting 23 42 39 ±3 Total 202 370 398 -28 Weekday Evening Peak Hour: Entering 18 33 49 -16 Exiting 170 312 335 -23 Total 188 345 384 -39 Daily (24 Hour): 1,850 3,392 2,731 +661 'Observed trips for the Campus with 600± total employees (full and part- time). 2Projected trips for the site based on observed trip rates for 600 employees applied to 1100 employees. 3Trips permitted for the Site under the 2009 PSDUP. As summarized in Table 2: o Existing campus occupancy includes approximately 600 total employees with a daily trip generation of 1,850 vehicle -trips and peak hour trip generation ranging from 202 vehicle -trips in the morning and 188 vehicle -trips in the evening. o Projected campus trip generation with expanded employment occupancy up to a theoretical maximum of 1,100 persons is 3,392 vehicle -trips daily with 370 vehicle -trips during the weekday AM peak hour and 345 vehicle -trips during the weekday PM peak hour. o Comparison to 2009 APSDUP indicates that campus trips will remain below permitted levels during the weekday morning and weekday evening peak hours based on maximum campus employment occupancy of 1,100 persons. 17 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 2.2.2 Peak -Hour Trafft Manual turning movement counts (TMCs) were conducted along study area roadways and intersections in May 2017. These traffic data were collected during the weekday morning (7:00 to 9:00 AM) and weekday evening (4:00 to 6:00 PM) peak periods. TMC data is provided in the Appendix. Review of MassDOT permanent count station data indicates that May is an above - average traffic month (4- percent above average). To remain somewhat conservative no adjustment for seasonal fluctuations was made to the observed traffic volume data. Permanent count station data is provided in the Appendix. The resulting existing weekday morning and weekday evening peak -hour traffic volumes for study intersections are depicted in Figure 3 and Figure 4. 2.3 MEASURED TRAVEL SPEEDS Vehicle speeds were obtained for the Hayden Avenue eastbound and westbound travel directions in the site vicinity using an ATR machine over a 48 -hour period by timing vehicles over a known distance and then converting the travel times to speeds. Table 3 summarizes the average and 8511, percentile speeds for the location and time period studied. Field data are provided in the Appendix. TABLE 3 SPEED STUDY RESULTS - HAYDEN AVENUE Travel Speed Travel Speed 85th Direction Limit' Meanz Percentile3 Eastbound 40 42 47 Westbound 40 43 48 1 Prima Facie Speed Limit based on MGL Ch.90, Section 17. 2Arithmetic mean 3 The speed at or below which 85 percent of the vehicles are traveling. As summarized in Table 3, the mean (average) travel speed on Hayden Avenue traveling eastbound is 42 mph and traveling westbound is 43 mph and the 851h percentile travel speed is 47 mph traveling eastbound and 48 mph traveling westbound. 18 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc "In U 411 ,aiz nw J w uj uj uj -03N O V zzz 9L9 J I � �OZ 4� E. 400-I3s 1u6431B '03N WL L1412M = 0 I t r LM 5z L a, 5 d* Z UJ O co 0 NO GA!JCj G4!S AIJOJSB3 L —4 1 t O r6 ®h C P 7F SA!I(l OJ!S AIJOISOM a P I t z In IN. 11 9 co * Lu co to O-j I- 0 LU z 00 0 0 W) co 0 O m 0) 99Z n Lr) 00) SZL "A 29L 'o �2 ZCL z 9ZL LCL i �� 611Z -< . 0 P� t r 96 1 t r 6LZ BuijdS F- 00 L-V9 LLL :�T to S;M 4 Ee 5 0 o z 50 U) 'In I - U 411 ,aiz I a . I" w uj uj uj -03 N O V zzz oqL) 400-Ils WE '03N I t r WLL1412M i. BZQ 9t, z O 00 9z GA!JCj G4!S AIJOJSB3 Z9 I t co O P 7F SA!I(l OJ!S AIJOISOM a P o L I t z m IN 11 49 o r® O-j Lu I– w 0 z z 0 0 'ma oW 0 I t 69Z NM 9LL 10 co ' �o gLC 484 't- 06C Z LLZ 91 i .- M, r Av t r L9 I t r IN T BuijdS F- 6 -K oo q) 919 V) CA Ee 0 o z U) 2.4 SAFETY In order to identify crash trends and safety characteristics for study area intersections, crash data were obtained from MassDOT for the Town of Lexington for the five -year period covering 2010 through 2014 (the most recent data currently available). A summary of the crash data with crash rates for each study area intersections is detailed in Table 4. There were no crashes reported for the 45 Hayden Avenue site driveway intersection with Hayden Avenue or the Hayden Avenue intersection with the Route 2 westbound off -ramp. The Appendix contains a tabulation of crash data. Crash rates were determined for each study area intersection. These rates quantify the number of crashes per million entering vehicles. MassDOT has determined the crash rates within the District 4 area (which includes the Town of Lexington) to be 0.56 for unsignalized intersections and 0.73 for signalized intersections. These rates represent MassDOT's "average' crash experience for District 4 communities and serve as a basis for comparing reported crash rates for study area intersections located within the district. 19 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 4 INTERSECTION CRASH SUMMARY — 2010 THROUGH 20141 'Source: MassDOT Accident Database 2Crashes per million entering vehicles (MEV) 3District 4 Average Crash Rate 20 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc \1 1t \1 INTERSECTION Hayden Ave Concord Ave Hayden Ave at Route 2 at Route 2 Hayden Ave Data Category at Spring St WB on -ramp EB off -ramp at Waltham St Traffic Control Signalized Unsignalized Unsignalized Unsignalized Crash Ratez 0.44 0.10 0.24 0.31 MHD Dist. 4 Avgz 0.73 0.56 0.56 0.56 Year: 2010 5 1 2 4 2011 6 1 0 2 2012 0 0 0 3 2013 2 0 1 2 2014 3 0 2 5 Total 16 2 5 16 Type: Angle 13 0 1 4 Rear -End 0 0 3 11 Head -On 0 0 0 0 Single - Vehicle 1 1 1 1 Sideswipe 1 1 0 0 Unknown /Other 1 0 0 0 Severity: P. Damage Only 11 1 2 12 Personal Injury 5 1 3 4 Fatality 0 0 0 0 Conditions: Dry 8 2 4 15 Wet 7 0 1 1 Snow 0 0 0 0 Unknown /Other 1 0 0 0 Time: 7:00 to 9:00 AM 1 0 1 2 4:00 to 6:00 PM 3 2 0 0 Rest of Dav 12 0 4 14 'Source: MassDOT Accident Database 2Crashes per million entering vehicles (MEV) 3District 4 Average Crash Rate 20 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc \1 1t \1 TABLE 4 (Continued) INTERSECTION CRASH SUMMARY - 2010 THROUGH 20141 INTERSECTION 'Source: MassDOT Accident Database 2Crashes per million entering vehicles (MEV) 3District 4 Average Crash Rate 21 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Hayden Ave Spring St Spring St Data Category at 55 Hayden Ave at Concord Ave at Route 2A Traffic Control Unsignalized Signalized Signalized Crash Ratez 0.07 0.34 0.43 MHD Dist. 4 Avgz 0.56 0.73 0.73 Year: 2010 0 4 3 2011 0 3 3 2012 0 3 3 2013 0 3 4 2014 1 0 0 Total 1 13 13 Type: Angle 1 9 8 Rear -End 0 0 1 Head -On 0 0 0 Single - Vehicle 0 3 2 Sideswipe 0 0 2 Unknown /Other 0 1 0 Severity: P. Damage Only 1 9 12 Personal Injury 0 4 1 Fatality 0 0 0 Conditions: Dry 0 11 10 Wet 0 1 2 Snow 1 0 1 Unknown /Other 0 1 0 Time: 7:00 to 9:00 AM 0 4 0 4:00 to 6:00 PM 0 3 3 Rest of Dav 1 6 10 'Source: MassDOT Accident Database 2Crashes per million entering vehicles (MEV) 3District 4 Average Crash Rate 21 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc As summarized in Table 4: ❑ Hayden AvenuelSpring Street. Sixteen (16) crashes were reported for the Hayden Avenue /Spring Street intersection resulting in a crash rate of 0.44. The majority of reported crashes at the intersection included angle -type collisions (81 %). Thirty -six percent (25 %) of crashed occurred during the normal peak traffic periods and seventy three percent (69 %) of the crashes resulted in property damage only. ❑ Hayden AvenuelRoute 2 WB on -ramp. Two (2) crashes were reported for the Hayden Avenue /Route 2 WB on -ramp intersection, resulting in a crash rate of 0.10. The reported crashes at the intersection included one (1) sideswipe -type and one (1) single - vehicle crash. Both reported crashes occurred during the evening peak hours. ❑ 55 Hayden AvenuelHayden Avenue. One (1) crash was reported for the Hayden Avenue /55 Hayden Avenue Driveway, resulting in a crash rate of 0.07. The reported crash at the intersection included was an angle type collision in the snow that resulted in property damage only. ❑ Concord AvenuelRoute 2 EB off -ramp. Five (5) crashes were reported for the Concord Avenue /Route 2 EB off -ramp intersection, resulting in a crash rate of 0.24. The reported crashes at the intersection included three (3) rear end -type one (1) single - vehicle type and one (1) side -swipe type collision. Eighty percent (80 %) of crashed occurred under dry conditions and sixty percent (60 %) of the crashes resulted in personal injury. ❑ Hayden AvenuelWaltham Street. Sixteen (16) crashes were reported for the Hayden Avenue /Waltham Street intersection resulting in a crash rate of 0.31. The majority of reported crashes at the intersection were rear -end type collisions. Ninety -four percent (94 %) of crashed occurred under dry conditions and Twenty -five percent (25 %) of the crashes resulted in personal injury. ❑ Spring StreetlConcord Avenue. Thirteen (13) crashes were reported for the Spring Street /Concord Avenue intersection resulting in a crash rate of 0.34. The majority of reported crashes at the intersection involved angle -type type collisions (69 %). Fifty - forty percent (54 %) of crashes occurred during the normal peak traffic periods with the majority of the crashes resulting in property - damage only (69 %). ❑ Spring StreetlRoute 2A. Thirteen (13) crashes were reported for the Spring Street /Route 2A intersection resulting in a crash rate of 0.43. The majority of reported crashes at the intersection involved angle -type collisions (62 %). The majority of crashes occurred outside the normal peak traffic periods and ninety -two percent (92 %) of the crashes were property - damage only. In summary, the study intersections all experienced crash rates that are below the MassDOT District 4 averages. No additional safety countermeasures are warranted based on the review of the crash records and associated crash rates. 22 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 2.5 PUBLIC TRANSPORTATION FACILITIES The Massachusetts Bay Transportation Authority (MBTA), the Town of Lexington, and the Route 128 Business Council operate the following bus lines in the area. These bus routes provide service in Lexington allowing for alternative access to and from the site. Specific route and schedule information is provided in the Appendix. ❑ Alewife Shuttle: The shuttle is operated by the Route 128 Business Council and provides service between the Alewife subway station in Cambridge and the site. King Street Properties is a paid member of the Route 128 Business Council, and participates as a level three sponsor of the Alewife Shuttle. During the weekday morning peak period, the shuttle offers service every 20 to 35 minutes. During the weekday evening peak period, the shuttle offers service every hour. The shuttle stops on -site near the crosswalk between buildings 55 and 65. ❑ Lexpress Route 3: This line is operated by the Town of Lexington's LEXPRESS bus line and provides service between the Depot Square in Lexington and Hayden Avenue via Spring Street. Service is provided every hour during peak periods on weekdays. The Lexpress buses stop along Hayden Avenue near the western site driveway for the campus. ❑ MBTA Routes 62/76: This line is operated by the MBTA and provides service among Alewife Station, Bedford V.A. Hospital, and Hanscom Air Force Base in Bedford. Service is provided via Lexington Center where passengers can transfer to /from the LexPress bus service. Service is provided every 10 to 15 minutes during the weekday morning peak period and every 15 minutes during the weekday evening peak period. In summary, several public transportation options are currently available that serve the site and immediate study area which provide connections to Lexington Center and the Alewife MBTA Station. As described in more detail in Section 6 under "Transportation Demand Management Policies', Campus employees are expected to exhibit significant use of these public transportation services that are prompted in part by employer transit subsidies. 23 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 2.6 SIGHT LINE ANALYSIS An evaluation of sight lines was conducted at the existing site driveway locations to ensure that minimum recommended sight lines are available at the site driveway intersections with Hayden Avenue. The evaluation documents existing sight lines for vehicles as they relate to Hayden Avenue with comparison to recommended guidelines. The American Association of State Highway and Transportation Officials' ( AASHTO) standards' reference two types of sight distance which are relevant at the site driveway intersections at Hayden Avenue: stopping sight distance (SSD) and intersection sight distance (ISD). Sight lines for critical vehicle movements at the site driveway intersections with Hayden Avenue were compared to minimum SSD and ISD recommendations for the average observed speeds and observed 8511, percentile speeds in the site vicinity as there is no regulatory speed limit posted in the area. Stopping Sight Distance Sight distance is the length of roadway visible to the motorist to a fixed object. The minimum sight distance available on a roadway should be sufficiently long enough to enable a below - average operator, traveling at or near a regulatory speed limit, to stop safely before reaching a stationary object in its path, in this case, a vehicle exiting onto Hayden Avenue. The SSD criteria are defined by AASHTO based on design and operating speeds, anticipated driver behavior and vehicle performance, as well as physical roadway conditions. SSD includes the length of roadway traveled during the perception and reaction time of a driver to an object, and the distance traveled during brake application on wet level pavement. Adjustment factors are applied to account for roadway grades when applicable. SSD was estimated in the field using AASHTO standards for driver's eye (3.5 feet) and object height equivalent to the taillight height of a passenger car (2.0 feet) for the eastbound and westbound Hayden Avenue approaches to the site driveways. Table 5 presents a summary of the available SSD as they relate to Hayden Avenue and AASHTO's recommended SSD. SSD calculations are provided in the Appendix. 2A policy on Geometric Design of Highways and Streets, American Association of State Highway and Transportation Officials (AASHTO), 2011. 24 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 5 STOPPING SIGHT DISTANCE SUMMARY As summarized in Table 5 analysis results indicate that the existing available sight lines exceed AASHTO's recommended SSD criteria for both travel directions along Hayden Avenue based on the observed average and 851h percentile travel speeds. Intersection Sight Distance Clear sight lines provide sufficient sight distance for a stopped driver on a minor -road approach to depart from the intersection and enter or cross the major road. As stated under AASHTO's Intersection Sight Distance (ISD) considerations, "...If the available sight distance for an entering ...vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to avoid collisions... To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road." AASHTO's ISD criteria are defined into several "cases'. In this case, the proposed site driveway approach to the intersection is proposed to be under STOP signal control and the ISD in question relates to the ability to turn left or turn right onto Hayden Avenue. Available ISD was estimated in the field using AASHTO standards for driver's eye (3.5 feet), object height (3.5 feet) and decision point (8 to 14.5 feet from the edge of the travel way) for the eastbound and westbound directions along Hayden Avenue. Table 6 presents a summary of the available ISD for the departure from the site driveways and AASHTO's minimum ISD criteria. 25 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc AASHTO Recommended SSD1 Approach/ Available Regulatory 851h Percentile 851h Percentile Travel Stopping Travel Observed Travel Criteria Direction Sight Distance Speedz Speed3 Met 55165 Hayden Avenue (Westerly Site Drive) Eastbound >500 Feet 305 Feet 385 Feet Yes Westbound >500 Feet 305 Feet 400 Feet Yes 45 Hayden Avenue (Easterly Site Drive) Eastbound >500 Feet 305 Feet 385 Feet Yes Westbound >500 Feet 305 Feet 400 Feet Yes 'Recommended sight distance based on AASHTO, A Policy on Geometric Design of Highways and Streets. Based on driver height of eye of 3.5 feet to object height of 2.0 feet. 2Regulatory speed = 40 mph. 3851h Percentile travel speed: 47 mph EB, 48 mph WB As summarized in Table 5 analysis results indicate that the existing available sight lines exceed AASHTO's recommended SSD criteria for both travel directions along Hayden Avenue based on the observed average and 851h percentile travel speeds. Intersection Sight Distance Clear sight lines provide sufficient sight distance for a stopped driver on a minor -road approach to depart from the intersection and enter or cross the major road. As stated under AASHTO's Intersection Sight Distance (ISD) considerations, "...If the available sight distance for an entering ...vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to avoid collisions... To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road." AASHTO's ISD criteria are defined into several "cases'. In this case, the proposed site driveway approach to the intersection is proposed to be under STOP signal control and the ISD in question relates to the ability to turn left or turn right onto Hayden Avenue. Available ISD was estimated in the field using AASHTO standards for driver's eye (3.5 feet), object height (3.5 feet) and decision point (8 to 14.5 feet from the edge of the travel way) for the eastbound and westbound directions along Hayden Avenue. Table 6 presents a summary of the available ISD for the departure from the site driveways and AASHTO's minimum ISD criteria. 25 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 6 INTERSECTION SIGHT DISTANCE SUMMARY SITE DRIVE DEPARTURES TO HAYDEN AVENUE AASHTO Minimum' AASHTO Ideal' 45 Hayden Avenue (Easterly Site Drive) Looking East >500 Feet 305 Feet 400 Feet 385 Feet Looking West >500 Feet 305 Feet 385 Feet 445 Feet 1 Recommended sight distance based on AASHTO, A Policy on Geometric Design of Highways and Streets. Based on driver height of eye of 3.5 feet and an object height of 3.5 feet and adjustments for roadway grade if required. Minimum value as noted represents SSD per AASHTO guidance. zRegulatory speed = 40 mph. 3851h Percentile travel speed: 47 mph EB, 48 mph WB The results of the ISD analysis presented in Table 6 indicates that ISD criteria is currently and will continue to be met from the site driveways on Hayden Avenue assuming that no new on- site structures (i.e., fences, walls, etc.) or landscaping obstruct sight lines. MDM recommends that any new plantings (shrubs, bushes) or physical landscape features to be located within the project driveways sight lines should also be maintained at a height of 2 feet or less above the adjacent roadway grade to ensure unobstructed lines of sight. 26 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Available Regulatory 851h Percentile Regulatory View Intersection Travel Observed Travel Travel Direction Sight Distance Speedz Speed3 Speedz 55165 Hayden Avenue (Westerly Site Drive) Looking East >500 Feet 305 Feet 400 Feet 385 Feet Looking West >500 Feet 305 Feet 385 Feet 445 Feet 45 Hayden Avenue (Easterly Site Drive) Looking East >500 Feet 305 Feet 400 Feet 385 Feet Looking West >500 Feet 305 Feet 385 Feet 445 Feet 1 Recommended sight distance based on AASHTO, A Policy on Geometric Design of Highways and Streets. Based on driver height of eye of 3.5 feet and an object height of 3.5 feet and adjustments for roadway grade if required. Minimum value as noted represents SSD per AASHTO guidance. zRegulatory speed = 40 mph. 3851h Percentile travel speed: 47 mph EB, 48 mph WB The results of the ISD analysis presented in Table 6 indicates that ISD criteria is currently and will continue to be met from the site driveways on Hayden Avenue assuming that no new on- site structures (i.e., fences, walls, etc.) or landscaping obstruct sight lines. MDM recommends that any new plantings (shrubs, bushes) or physical landscape features to be located within the project driveways sight lines should also be maintained at a height of 2 feet or less above the adjacent roadway grade to ensure unobstructed lines of sight. 26 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 3.0 FUTURE CONDITIONS Evaluation of the proposed development impacts requires the establishment of a future baseline analysis condition. This section estimates future roadway and traffic conditions with and with- out the proposed development. To be consistent with the Towns Development Regulations and EEA /MassDOT guidelines, a seven -year planning horizon was selected. To determine the impact of site - generated traffic volumes on the roadway network under future conditions, baseline traffic volumes in the study area were projected to a future year condition. Traffic volumes on the roadway network at that time, in the absence of the development (that is, the No -Build condition), would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific development by others that are currently under review at the local and /or state level. Consideration of these factors resulted in the development of No -Build traffic volumes. Anticipated site - generated traffic volumes were then superimposed upon these No -Build traffic -flow networks to develop future Build conditions. The following sections provide an overview of planned roadway improvements in the study area, the future No -Build traffic volumes and projected Build traffic volumes. 3.1 BACKGROUND TRAFFIC GROWTH Background traffic includes demand generated by other planned developments in the area as well as demand increases caused by external factors. External factors are general increases in traffic not attributable to a specific development and are determined using historical data. 27 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 3.1.1 Historical Area Growth Nearby permanent count station data published by MassDOT indicates a -1.1 percent per year growth rate. For purposes of this evaluation, a 0.5 percent growth rate was used (3.6 percent increase over a 7 -year horizon). This growth rate is higher than historic rates, and, as such, is also expected to account for any small fluctuation in hourly traffic as may occur from time to time in the study area and traffic associated with other potential small developments or vacancies in the area. MassDOT permanent count station data and background growth calculations are provided in the Appendix. 3.1.2 Development- Related Growth Development of future No -Build traffic volumes also considers traffic generated from specific area developments. Based on consultation with the Town of Lexington and review of Massachusetts Environmental Policy Act (MEPA) files there are several pending or approved projects in the immediate area that were reviewed as they may increase traffic volumes through the study. The site - specific projects reviewed include the following: ❑ Campus Building Vacancies (45/55/65 Hayden Avenue) The King Street Properties campus currently has approximately 600± total employees. Under a more intense development scenario (i.e. all office use) an expansion of on -site employment is possible to accommodate up to 1,100 employees (an additional 500± employees) within existing building space. Traffic associated with the potential 500± employees was estimated using empirical trip rates for the Campus and assigned to the study area roadway network based on existing trip patterns for the Site. Site - specific trip tracings are provided in the Appendix. ❑ Artis Assisted Living Center: This project is proposed at 430 Concord Avenue in Lexington and consists of the developing the site to accommodate a 72± unit assisted living facility. Projected traffic for the project is based on the traffic study prepared for the project3. Site - specific trip tracings are provided in the Appendix. ❑ Post @200 Smith Street: This project is proposed re- development of a 326,000± sf U.S. Post office building located at 200 Smith Street in Waltham. The proposed re- development will include 390,000± sf building with 10,000± to be use by USPS and the remaining building area will be rented as office /R &D space. Projected traffic for the project is based on the ITE trip generation and distributed through the traffic network based on Census 2010 journey to work statistics for the area. Site - specific trip tracings are provided in the Appendix. 3Traffic Impact and Access Study, Assisted Living Facility, Lexington, Massachusetts, prepared by Ron Muller & Associates, dated December 13, 2013. 28 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ Lexington Technology Park (Shire): This project is located along Spring Street in Lexington with access via Shire Way and currently includes 696,600± sf of office, laboratory, and manufacturing space. An expansion project was permitted for the site which would include an additional 380,000 sf of general office space resulting in a total build -out of 1,076,600 sf. The permit for this project has lapsed and would require a new special permit to proceed; therefore, this project was excluded as a background project. ❑ Ledgemont Corporate Center: This project is located along Spring Street and Hayden Avenue in Lexington. An expansion project is currently permitted for the site which would include an additional 170,000± sf of general office space. The permit for this project has lapsed and would require a new special permit to proceed; therefore, this project was excluded as a background project. ❑ Brookhaven Expansion: This project is a proposed expansion to Brookhaven at Lexington which is located at 1010 Waltham Street in Lexington. The existing facility includes 309 units comprised of 240 independent living units, 20 assisted care units, and 49 nursing care units. The modified site will include 351 units comprised of 289 independent living units, 50 assisted care units, and 12 nursing care units. Projected traffic for the project is based on the traffic study prepared for the project4 indicates that the trip increases would be nominal within the project study area. Therefore, the trips associated with the expansion are accounted for in the general background growth rate for the area. ❑ Daycare Center (332 Concord Avenue) This project is a proposed Daycare Center to be located at 332 Concord Avenue in Lexington. The project will include a 10,200± sf facility and 42 on -site parking spaces. Given proposed the land use type and location of this project with respect to the study area, trips associated with the project are accounted for in the general background growth rate for the area. In summary, traffic associated King Street Properties vacancies, Artis Assisted Living Facility, and Post @200 Smith Street were incorporated into the future year 2024 No -Build traffic networks. Incremental (new) trips associated with these background projects are provided in the Appendix. 3.2 PLANNED /RECOMMENDED AREA ROADWAY IMPROVEMENTS Several roadway projects have been completed in the Site vicinity over the last several years that address capacity and /or safety needs for primary roads serving the Site. These include signal and intersection geometry enhancements at Hayden Avenue /Spring Street and at Concord Avenue /Spring Street (completed 2013), and roadway and sidewalk enhancements along Hayden Avenue (also completed in 2013). Signal and intersection geometry improvements at Concord Avenue /Waltham Street and roadway /sidewalk enhancements along the Concord Avenue corridor were also completed in 2015. ¢Traffic Assessment Brookhaven at Lexington, Lexington, Massachusetts, prepared by TEPP, LLC, dated December 23, 2015. 29 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc The Town has recently completed the South Lexington Transportation Study5 which identifies additional recommended road and intersection improvements at (a) the Hayden Avenue /Waltham Street intersection, (b) the Waltham Street /Route 2 Westbound Off -Ramp intersection, and (c) the Hayden Avenue /Route 2 Westbound Off -Ramp intersection. The relevant schematic drawings are provided in the Appendix. Recommended improvement options include modification of the intersections to provide signalization (preferred improvement option). Improvements would be implemented as a package at a construction cost ranging from $1 -1.5 Million for the signal option. Improvements are subject to MassDOT approvals and associated signal warrants. Preliminary review indicates that a peak hour traffic signal warrant is currently met for all three locations. Funding for these improvements is expected through the Town's Transportation Stabilization Fund, to which the Applicant will contribute additional funds as part of the local approvals process in excess of $1 Million. Under future No -Build conditions, it is also assumed that transportation stabilization funds would be used to re -time the traffic signal at Hayden Avenue and Spring Street as part of on- going /routine traffic signal maintenance to better accommodate the existing traffic demands. The improvements would rely entirely on geometric improvements recently constructed at the intersection of Hayden Avenue and Spring Street. 3.3 NO -BUILD TRAFFIC VOLUMES In addition to the aforementioned vacancies at the Site as well as site - specific trips associated with the Artis Assisted Living Facility and Post @200 Smith Street, a 0.5 percent growth rate was used (3.6 percent increase over a 7 -year horizon) annual growth rate was applied to existing traffic volumes over a seven -year period to account for future traffic growth in the study area. Future No -Build traffic volumes are displayed in Figure 5 and Figure 6. 5 South Lexington Transportation Study, Technical Memorandum 1 — Existing Conditions (August 2013) and Technical Memorandum 2 — Projections and Options (December 2013) and Technical Memorandum 3 — Recommendations (January 2015), Prepared by EST Engineers. 30 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc "In U 411 ,aiz I ,a t 00 I" 000 uj uj uj -03N zzz l49 902) 40 400-Ils WE o—M '03N I t r 6LLL— =om 64l ---, z U., 0 Ln O v L94 �M o ' GA!JCj G4!S AIJOJSB3 L I t uj U) O Lo IND 00 v M P 7F SA!I(l OJ!S AIJOISOM a P tIN. I z In II 00 to LU O-j 02 z z 0 0 '0 Z tp 0 1t 0, T L VV mr O I'm CA CA ZLL m m L M f- M 9LZ A t r LZL I t r v OZZ Buijds F- Z69 Z69 Neon 606 0 0 z U) 'In I - U 411 ,aiz w w w -03N zzz 9 96 qq�) 40 400-Ils WE '03N I t r o—M £99 Go 0 d Z UJ O O Li, LZ e GA!JCj G4!S AIJOJSB3 96 5L I t em d. to P 7F SA!I(l 8J!S AIJOISOM a P vz I t z m Lu 0 I- 0 LU z MN z 0 0 0 I t Rio LLZ V),o 0000 RU W N Cr 9K SZ9 Ogg z R91, A P� t r LL I t r v 60Z BuijdS F- 99C co � £94 —® L Et C 5 0 z P U) 3.4 SITE - GENERATED TRAFFIC Future Build condition traffic volumes were developed by estimating the number of peak -hour trips expected to be generated by the proposed 219,279± gsf building expansion, and distributing this additional traffic onto the local roadway network. In accordance with Town and EEA /MassDOT guidelines, these future development related trips were added to future No -Build traffic volumes to quantify traffic impacts associated with future site build -out based on trip rates published in ITE's Trip Generation (91h Edition). For planning purposes, trip estimates are presented for the proposed building uses as 50% general office and 50% research and development (R &D) as well as an alternative 100% office use scenario. The 100% office scenario would assume a potential /allowable future use of the site under the higher impact land use category. Table 8 presents the trip - generation estimates for the proposed 219,279± gsf expansion based on ITE methodology and EEA /MassDOT guidelines for the two build -out scenarios. TABLE 8 TRIP - GENERATION SUMMARY - ITE BASIS Peak Hour /Direction 50% General Office/ 50% R &D 100% General Office (219,279 gsf)l (219,279 gsf)z Weekday Morning Peak Hour: Entering 235 258 Exiting 41 35 Total 276 293 Weekday Evening Peak Hour: Entering 42 47 Exiting 216 228 Total 258 275 Weekday Daily (24- Hour): 1,876 1,876 Source: ITE Trip Generation, 91h Edition; 2012. lITE LUC 710 regression trip rates for 100,000 gsf prorated out of 496,669 gsf and ITE LUC 760 trip rates applied to 100,000± sf. 2ITE LUC 710 regression trip rates for 219,279 gsf prorated out of 596,669 gsf. As summarized in Table 8, ITE trips rates for general office space (LUC 710) provide higher trip generation for the project. Therefore, to present a conservative analysis scenario, the proposed building expansion was estimated based on the higher 100% general office space scenario. On this basis, the project is estimated to generate approximately 293 vehicle trips during the weekday morning peak hour (258 entering and 35 exiting) and 275 vehicle trips during the weekday evening peak hour (47 entering and 228 exiting). On a daily basis, the development is estimated to generate approximately 1,876 vehicle trips on weekdays. Trip generation calculations are provided in the Appendix. 31 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc The office -based ITE trip standards are also deemed to be conservative on the basis that actual site trip activity for the existing Campus building uses at 45, 55, and 65 Hayden Avenue are documented to fall notably below ITE trip rates for both R &D and office uses as described below. Trip Generation Comparison - Observed Site Trips ITE estimates for LUC 710 (General Office) presented in Table 9 are deemed highly conservative when compared to observed volumes for the existing 377,390± gross square feet (gsf) at the Campus. Comparison of observed peak hour trips associated with the existing campus (600± total employees) adjusted to reflect an expansion of on -site employment to accommodate up to a maximum of 1,100 employees within existing building space to the ITE General Office use category are presented in Table 9. Trip generation calculations are provided in the Appendix. TABLE 9 TRIP - GENERATION COMPARISON EXISTING CAMPUS VS. ITEI ITE Existing Period /Direction (377,390# sf)1 Campusz Weekday Morning Peak Hour Entering 488 328 Exiting 66 42 Total 554 370 Weekday Evening Peak Hour Entering 85 33 Exiting 416 312 Total 501 345 Daily (24 Hour) 3,602 3,392 Difference rITE LUC 710 trip rates applied to 377,390± gsf of occupied space. 2Projected Campus trips for the site based on observed trip rates for 600 employees applied to 1,100 employees. -160 -24 -184 -52 -104 -156 -210 As summarized in Table 9, the number of observed trips at the Campus (45, 55, and 65 Hayden Avenue buildings are 175 trips (33 percent) lower than ITE projections during the weekday morning peak hour and 156 trips (31 percent) lower during the evening peak hour. On a daily basis the Campus at full occupancy will generate approximately 210 fewer daily trips (6 percent). In summary, as a conservative measure and to be consistent with protocol used in recent development impact studies for area developments the higher - volume ITE -based estimates for 100% general office space use was used to evaluate project impacts and as such is expected to result in fewer trips than analyzed in this TIAS. 32 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Comparison to 2009 APSDUP Permitted Trip Generation As an additional point of comparison, trip generation characteristics of the previously permitted building uses at 45, 55 and 65 Hayden Avenue are compared with projected trip characteristics (assuming full occupancy of Campus buildings). Table 10 provides a comparison of trip generation for each of these scenarios. TABLE 10 TRIP - GENERATION COMPARISON — PERMITTED VS. PROPOSED Permitted Proposed 2009 APSDUP Vacant Proposed Period /Direction Build Out Trips' Existingz Infi113 Expansion4 Total Difference w Weekday Morning Peak Hour: Entering 359 179 149 258 586 +227 Exiting 39 23 19 35 77 +38 Total 398 202 168 293 663 +265 Weekday Evening Peak Hour: = Entering 49 18 15 47 80 +31 Exiting 335 170 142 228 540 +205 Total 384 = 188 157 275 620 +236 Daily (24 Hour) 2,731 1,850 1,542 1,876 5,268 .I +2,537 'As outlined in the 2009 APSDUP for the campus. 2 Observed trip generation in May 2017 with an existing employment level of 600 total employees. 3 Potential employment infill of a maximum of 500 general office employees based on existing trip rates for the Campus 4ITE LUC 710 regression trip rates based on 219,279 gsf prorated out of 596,669 gsf. As summarized in Table 10, when adjusted to reflect the use of vacancies plus the proposed expansion area for office uses, results in approximately 265 additional peak hour vehicle trips during the weekday morning peak hour and 236 additional vehicle trips during the weekday evening peak hour compared to the permitted Campus under the 2009 APSDUP programming. Trip generation calculations are provided in the Appendix. 3.5 TRIP DISTRIBUTION AND ASSIGNMENT The directional distribution of development - generated trips on the roadway network was determined from a number of factors including existing travel patterns along area roadways, the efficiency of the roadways leading to the site and Journey to Work data published by the US Census. Based on these factors, a trip distribution for the expansion has been estimated and is displayed in Figure 7. Supporting trip distribution calculations are provided in the Appendix. Development - related trips were assigned to the roadway network using the ITE trip - generation estimates for office use and the above distribution patterns and are quantified in Figure 8 and Figure 9. 33 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc U U I BE h r M O Z O w � r.. A U z z �v v o� 4 o� o� o z rte/ H -o F- �N� o °D ® AFB o�� U U I I o r � � � N of ml M r O Z � � O C� V E � O C� CA O O O C� ON i u z z �v v o� 4 o� o o z rte/ H -o F- �N� o °D ® AFB 00 U U I I o r � � � N of ml h r M r O Z � � O C� V E � O C� CA O O W C� U z z �v v o� 4 o� o o z rte/ H -o F- �N� o °D ® AFB 00 3.6 BUILD TRAFFIC VOLUMES Future Build condition traffic volumes were arrived at by adding development- specific traffic volumes to the 2024 No -Build conditions. Figure 10 and Figure 11 present the 2024 Build condition traffic - volume networks for the weekday morning and weekday evening peak hours, respectively. 3.7 TRAFFIC VOLUME INCREASES - PROPOSED EXPANSION Project - related traffic volume increases at study intersections are summarized in Table 11, which provides a qualitative understanding of potential peak hour traffic impacts associated with the proposed office expansion. A formal capacity analysis that includes these volumes will be provided in the subsequent section of this report which will be used to support the PSDUP in accordance with Development Regulations Article XII, § 135 -72. TABLE 11 INTERSECTION TRAFFIC VOLUME INCREASES Weekday Evening Peak Hour Hayden Avenue at Spring Street 1,960 2,047 0 0 Intersection No -Build Build Volume % Weekday Morning Peak Hour 1,119 1,229 110 9.8 Hayden Avenue at Spring Street 2,207 2,370 163 7.4 Hayden Avenue at Route 2 WB On -Ramp 1,293 1,468 175 13.5 Hayden Avenue at Route 2 WB Off -Ramp 1,755 1,873 118 6.7 Hayden Avenue at Waltham Street 2,795 2,861 66 2.4 Spring Street at Concord Avenue 2,247 2,339 92 4.1 Spring Street at Marrett Road 1,748 1,792 44 2.5 Concord Avenue at Route 2 EB On /Off Ramp 1,117 1,206 89 8.0 Weekday Evening Peak Hour Hayden Avenue at Spring Street 1,960 2,047 87 4.4 Hayden Avenue at Route 2 WB On -Ramp 1,124 1,289 165 14.7 Hayden Avenue at Route 2 WB Off -Ramp 1,119 1,229 110 9.8 Hayden Avenue at Waltham Street 2,757 2,858 101 3.7 Spring Street at Concord Avenue 2,209 2,253 44 2.0 Spring Street at Marrett Road 1,607 1,648 41 2.6 Concord Avenue at Route 2 EB On /Off Ramp 1,264 1,280 16 1.3 As summarized in Table 11, traffic volume increases at the study area intersections are projected to be below 10% at most locations assuming the conservative ITE office land use trip rates. The highest level of impact from a volume increase perspective will be the Hayden Avenue intersection with the Route 2 westbound on ramp. This level of impact is likely overstated based on actual site programming. The project traffic is expected to dissipate quickly within the project area due to exceptional highway access and numerous travel routes to and from the site. 34 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 'Ini - U U 411 mil" � 'Ini - U U 411 mil" � 4.0 TRAFFIC OPERATIONS ANALYSIS Intersection capacity analyses are presented in this section for the Existing, No- Build, and Build traffic - volume conditions. Capacity analyses, conducted in accordance with EEA /MassDOT guidelines, provide an index of how well the roadway facilities serve the traffic demands placed upon them. The operational results provide the basis for recommended access and roadway improvements in the following section. 4.1 CAPACITY ANALYSIS PROCEDURES Capacity analysis of intersections is developed using the Synchro® computer software, which implements the methods of the 2010 Highway Capacity Manual (HCM). The resulting analysis presents a level -of- service (LOS) designation for individual intersection movements and (for signalized intersections) for the entire intersection. The LOS is a letter designation that provides a qualitative measure of operating conditions based on several factors including roadway geometry, speeds, ambient traffic volumes, traffic controls, and driver characteristics. Since the LOS of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of LOS, depending on the time of day, day of week, or period of year. A range of six levels of service are defined on the basis of average delay, ranging from LOS A (the least delay) to LOS F (delays greater than 50 seconds for unsignalized movements, and greater than 80 seconds for signalized movements). The specific control delays and associated LOS designations are presented in the Appendix. 4.2 INTERSECTION CAPACITY ANALYSIS RESULTS LOS analyses were conducted for 2017 Existing, 2024 No- Build, and 2024 Build conditions for the intersections within the study area. The results of the intersection capacity analyses are summarized below. 35 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 4.2.1 Level of Service Capacity analysis results for the weekday morning and weekday evening peak hour capacity analysis results for the unsignalized and signalized study intersections are presented in Table 12, Table 13, Table 14, and Table 15 and are described below, with detailed analysis results presented in the Appendix. TABLE 12 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY MORNING PEAK HOUR 2017 Existing 2024 No -Build 2024 Build Intersection Approach v /cl Delayz LOSS v/c Delay LOS v/c Delay LOS Hayden Ave at Eastbound 0.01 <5 A 0.19 <5 A 0.34 6 A 55/65 Hayden Ave Southbound LR 0.03 16 C 0.08 21 C 0.20 29 D (westerly Site Drive) Hayden Ave at Eastbound 0.06 <5 45 Hayden Ave SB L & R Exit 0.05 16 (Easterly Site Drive) Hayden Ave at Northbound L >1.0 >50 Route 2 WB off -ramp Hayden Ave at Eastbound LT >1.0 >50 Waltham St Northbound 0.53 6 'Volume -to- capacity ratio 2Average control delay per vehicle (in seconds) 3Level of service 36 A 0.13 <5 A 0.26 7 A C 0.12 23 C 0.20 33 D F >1.0 >50 F >1.0 >50 F F >1.0 >50 F >1.0 >50 F A 0.62 22 C 0.67 24 C \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 13 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY EVENING PEAK HOUR 2017 Existing 2024 No -Build 2024 Build Intersection Approach v /cr Delayz LOSS v/c Delay LOS v/c Delay LOS Hayden Ave at Eastbound 0.01 <5 A 0.01 <5 A 0.04 <5 A 55/65 Hayden Ave Southbound LR 0.14 12 B 0.29 15 B 0.57 22 C (Westerly Site Drive) Hayden Ave at Eastbound 0.01 <5 45 Hayden Ave SB L & R Exit 0.22 14 (Easterly Site Drive) Hayden Ave at Northbound L 0.36 16 Route 2 WB off -ramp Hayden Ave at Eastbound LT >1.0 >50 Waltham St Northbound 0.23 <5 'Volume -to- capacity ratio 2Average control delay per vehicle (in seconds) 3Level of service 37 A 0.01 <5 A 0.02 <5 A B 0.43 19 C 0.54 21 C C 0.46 17 C 0.54 21 C F >1.0 >50 F >1.0 >50 F A 0.25 12 B 0.25 12 B \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 14 SIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY MORNING PEAK HOUR Spring St at Westbound 0.57 Concord Ave Northbound 2017 Existing Southbound 2024 No -Build Overall 0.57 2024 Build 10 Intersection Approach v /cr Delayz LOSS v/c Delay LOS v/c Delay LOS Hayden Ave at Eastbound 0.29 29 C 0.30 28 C 0.30 28 C Spring St Westbound >1.0 >80 F 0.87 37 D 0.88 38 D Northbound 0.42 12 B 0.66 25 C 0.81 30 C Southbound 0.60 11 B 0.82 26 C 0.82 26 C Overall >1.0 36 D 0.87 29 C 0.88 30 C Spring St at Westbound 0.57 Concord Ave Northbound 0.33 Southbound 0.57 Overall 0.57 Spring St at Marrett Road (Rte 2A) Eastbound 0.78 Westbound 0.82 Northbound 0.62 Overall 0.82 'Volume -to- capacity ratio 2Average control delay per vehicle (in seconds) 3Level of service 42 D 0.81 51 11 B 0.42 14 6 A 0.70 12 10 A 0.81 16 29 C 0.81 33 20 B 0.87 26 37 D 0.69 44 26 C 0.87 31 38 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc D 0.80 50 B 0.46 15 B 0.71 12 B 0.80 16 C 0.85 36 C 0.87 28 D 0.72 48 C 0.87 34 D B B B D C D C \1 1t \1 TABLE 15 SIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY EVENING PEAK HOUR Spring St at Westbound 0.58 38 2017 Existing 0.62 2024 No -Build D 0.62 2024 Build Concord Ave Northbound Intersection Approach v /cr Delayz LOSS Delay LOS LOS v/c Delay LOS Hayden Ave at Eastbound 0.65 25 C 0.68 26 C 0.69 26 C Spring St Westbound 0.79 26 C 0.94 39 D >1.0 52 D Northbound 0.82 30 C 0.84 31 C 0.85 32 C Southbound 0.39 14 B 0.39 14 B 0.38 14 B Overall 0.82 24 C 0.94 28 C >1.0 32 C Spring St at Westbound 0.58 38 D 0.62 38 D 0.62 38 D Concord Ave Northbound 0.79 22 C >1.0 52 D >1.0 54 D Southbound 0.57 9 A 0.63 12 B 0.63 12 B Overall 0.79 17 B >1.0 33 C >1.0 33 C Spring St at Eastbound 0.79 37 D 0.82 41 D 0.83 43 D Marrett Road (Rte 2A) Westbound 0.43 16 B 0.52 20 B 0.54 21 C Northbound 0.79 33 C 0.83 36 D 0.86 39 D Overall 0.79 30 C 0.83 34 C 0.86 36 D 'Volume -to- capacity ratio 2Average control delay per vehicle (in seconds) 3Level of service 39 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Under Build conditions, capacity analyses indicate the following key findings as summarized in Table 12 -15: ❑ Hayden Avenue at Spring Street. The signalized intersection of Hayden Avenue at Spring Street will continue to operate at an overall LOS D or better during the weekday morning and weekday evening peak hours. Improved signal timing to be implemented by the Town during the weekday morning peak hour will result in comparable or improved operations compared to No -Build conditions with an overall LOS C or better during the peak hours. ❑ Hayden Avenue at Site Driveways. Turns from the Site Driveways onto Hayden Avenue will operate with moderate delays at LOS D or better during the peak hours. Mainline travel along Hayden Avenue will continue to operate with minimal delay at LOS A. ❑ Hayden Avenue at the Route 2 WB off -ramp and Waltham Street. Mainline traffic along Hayden Avenue and Waltham Street operate with minimal delay under all analysis scenarios; however, the intersections of Hayden Avenue at the Route 2 WB off -ramp and at Waltham Street operate with long delays for left -turn movements during AM and /or PM peak hours independent of the project. The project will not materially impact operations compared to No -Build conditions at these locations, noting that relative trip increases associated with the project generally fall within normal fluctuation levels at each location (trip increases of only 4 to 23 vehicles for left -turn movements onto Waltham Street, and 9 to 53 vehicles at the Route 2 off - ramp). Recommended signal improvements at these locations as identified in the South Lexington Transportation Study would address these issues, which exist independent of the project, with available funding through the Transportation Stabilization Fund, which will include a contribution of more than $1 Million by the Applicant. Under this scenario, operations would be LOS B or better as described under Recommendations. ❑ Route 2A at Spring Street. The signalized intersection of Route 2A at Spring Street will continue to operate at LOS D or better during the weekday morning and weekday evening peak hours. 40 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 5.0 PARKING This section identifies existing parking characteristics associated with the 45, 55 and 65 Hayden Avenue properties (the PD -2 District "Campus ") to determine the likely parking supply needs to support the proposed expansion plan. The evaluation includes an inventory of the existing site parking supply; a manual survey of peak parking demands (parking accumulation counts); and resulting site - specific parking generation rates. 5.1 PEAK PARKING RATES The PD -2 District Campus includes approximately 377,390 gross square feet (gsf) of office and research /development building space. Currently, there are 600± employees on -site with an overall ability to accommodate up to a maximum of 1,100 employees within existing building space (500± additional employees). At the time of the parking inventory, the parking supply for the Campus included 919 parking spaces with an additional 147 permitted spaces under construction for a total Baseline parking supply of 1,066 spaces (722 surface spaces and 344 garage spaces). Peak parking rates were estimated using standard - industry parking rates published by the Institute of Transportation Engineers, observed parking supply rates at the Campus, and local zoning requirements for the Town of Lexington. Table 16 summarizes the peak parking rates based on these three sources. 41 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc TABLE 16 PEAK PARKING RATES Parking Rate ITE1 Permitted Spacesz Zoning Bylaws3 Vehicles per 1,000 gsf 2.84 2.82 2.4 Vehicles per Employee 0.83 n/a n/a 'Unadjusted parking generation rate for Suburban locations (average peak parking demand). 2The permitted parking supply of 1,066 spaces with 377,390 gsf of permitted space. 313ased on the zoning - bylaws which are based on net floor area applied to gross square feet. As summarized in Table 16, ❑ The average peak parking rates published by ITE are highly consistent with the permitted parking supply at the Campus. ❑ The zoning bylaws are lower than the rates published by ITE and permitted for the Site. The Campus is in a planned commercial district which has a site development and use plan (2009 APSDUP) which is exclusive for the Campus and a permitted parking expansion plan to accommodate 1,066 spaces. In summary, the Baseline parking supply at the Campus totals 2.82 spaces per 1,000 gsf of building area for the Campus which is consistent with industry standard rates. 5.2 OBSERVED PEAK PARKING DEMAND A parking accumulation survey was conducted to identify parking trends within the Campus parking areas on Tuesday, May 16, 2017 and Wednesday, May 17, 2017 between 9:00 AM and 3:00 PM. At the time of the parking inventory, the parking supply for the Campus included 919 parking spaces with an additional 147 permitted spaces under construction for a total Baseline parking supply of 1,066 spaces (722 surface spaces and 344 garage spaces). The study period represents peak parking activity (100 percent occupancy) at the site based on the Institute of Transportation Engineers (ITE) Parking Generation'. The existing parking layout for the Campus is presented in Figure 12 and is divided into parking zones for inventory purposes. The number of vacant spaces per zone at the Campus for the peak parking period (Tuesday, May 16, 2017 at 11:00 AM) is also presented in Figure 12. For reference, parking accumulation survey results for the study period are provided in the Attachments. 6Parking Generation, 411, Edition; Institute of Transportation Engineers; Washington, DQ 2004. 42 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 11 11 U U U z O z �v v o� 4 o� C� C� a x o z rte/ PLO C� -o F- �N� o °D W ® AFB 00 � U z z �v v o� 4 o� o o z rte/ H -o F- �N� o °D ® AFB 00 o�� Key findings of the parking surveys are as follows: ❑ The Campus generates a peak parking demand of approximately 525 parked vehicles at 11 AM on weekdays. The observed parking accumulation for Tuesday, May 16, 2017 which represents peak parking activity at the site is shown in Figure 13. The observed parking vacancy during peak Campus periods is approximately 541 parking spaces (51 %) inclusive of the spaces under construction. ❑ The observed peak parking rate for the Campus is 2.15 spaces per 1,000 gsf of occupied space (244,285 sf) or 0.88 spaces per employee (600± existing employees). ❑ It is noted that, by utilizing the existing parking demand rate of 2.15 spaces per 1,000 sf (0.88 spaces per employee), the existing parking surplus at the Campus (541 parking spaces) could accommodate approximately 251,000± gsf of additional occupied building space or 615± additional employees. The results of observed parking demand for 45, 55 and 65 Hayden Avenue suggest that the existing Travel Demand Management policies have been effective in reducing single occupant vehicle trips to /from the site. 5.3 PEAK PARKING DEMAND - NO -BUILD CONDITIONS To account for the infill of vacant space, the observed existing peak parking rate of 0.88 spaces per employee was applied to the vacancy of 500 additional employees at the Campus. Under this scenario, the projected peak parking accumulation under future No -Build conditions (independent of the proposed expansion) is shown in Figure 14 and would result in a demand of approximately 440 additional parking spaces at the Campus (965 spaces total), leaving a parking vacancy of 101 spaces (10 percent). The resulting parking demand rate under No -Build conditions is 2.56 spaces per 1,000 gsf of occupied space. In summary, observed parking rates of the Campus at maximum employment levels are approximately 10 percent lower than permitted parking ratios. These parking utilization trends are lower than the permitted parking supply levels due in part to King Street Properties TDM policies in place that are aimed at reducing single occupant vehicle trips to the Campus as discussed in the subsequent section of this TIAS and the desirability to some level of surplus parking for flexibility in building use scenarios. 43 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 0 0 o O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 p�j O O 00 � O LO d' Cl) N ( #) puewea Bui )Iaed Wd 00:£ E 0 1m N Wd 0£Z I 11 rlljl]ro Wd 0£ :l- 11r.[11111 Wd 0£ :Z6 Wd 00:Z6 111 MGM a I INV 00 :16 f1PL1] *1il" wd 00 :M =1 11*1 INV 00 :6 y � O � A c� x CA �O W u z z �N av v oW z� o� O d' H 1 =1 �4 0 0 °o Nab AFB �z o�� �1 %) CC) ) U 411 s 4 0 0 0 0 0 0 0 0) co P- CO is 7 4T s (#) puew2(] 6ulN1Bd c Wd 00 :£ c Wd 0£Z E c� Wd 00Z LU 1 01 Wd 0£ :G Wd 004 Ad 0£ :ZG Wd 00 :Z� viv oc: � NV 00: war OEM uvd 00 :0G NV 0£:6 Wb 00:6 C7 CJ G7 CJ C:7 y � O � A � PLO � x O � ig u z z a v v o� 4 O C) o 0 rte/ H -o F- �N� o °D ® AFB 00 o�� 5.4 PEAK PARKING DEMAND -BUILD CONDITIONS The addition of the proposed 219,279± gsf office building will result in 596,669± gsf of total office space at the Campus. With the expansion, an additional 558 spaces are proposed above the 1,066 spaces permitted for a total parking supply of 1,624 on -site parking spaces (205 surface spaces and 1,419 garage spaces). The parking supply will include 42 total accessible parking spaces, 18 of which will be van accessible. The resulting parking supply rate for the site under Build conditions is 2.85 spaces per 1,000 gsf. Applying the No -Build empirical peak parking demand rate of 2.56 spaces per 1,000 gsf to the proposed 219,279 gsf expansion results in a peak parking demand increase of approximately 561 parking spaces. The future projected Build peak parking demand (with the proposed expansion) is presented in Figure 15. The project will also include 84 total bicycle parking spaces (42 long term spaces within the garages and 42 short term near the building entrances and patios). As shown in Figure 15, the Campus, upon full occupancy including the planned expansion, will have a peak parking demand of 1,526 parking spaces, leaving a parking vacancy of 98 spaces (6 percent). 5.5 PARKING SUMMARY In summary, observations of existing peak parking activity at the Campus indicate a peak parking demand of approximately 525 parked vehicles resulting in surplus of approximately 541 parking spaces (51 %) inclusive of the spaces under construction. This parking demand results in a parking generation rate of approximately 0.88 parked vehicles per employee which is slightly higher, but consistent with standard- industry parking demand rates published by ITE (0.83 parked vehicles per employee). The Campus, upon full occupancy, including the planned expansion, will have a peak parking demand of 1,526 parking spaces, leaving a parking vacancy of 98 spaces (6 percent). Accordingly, 1,624 marked spaces (205 surface spaces and 1,419 garage spaces) at the Campus are appropriate for planning the future expansion even with an aggressive infill of vacant space under the No -Build condition. 44 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CIO LO IT Cl) CN - 0 0 M r- 0 0 'It M N - W) PUBWOO BUIMJEd Ad o0 Nd OCZ Ad 00:7, Ad oc: G Ad 00: L Ad oc:zG I T r. [ll]rd I AV oc: G 6 AV 00: L L AV oc: 0 � AV 00:0 � AV oc:6 TATYWITIM AFB 6.0 CONCLUSIONS AND RECOMMENDATIONS Roadway improvements that support projected traffic increases associated with the proposed development are identified that minimize /offset project - related traffic impacts and address access needs for the Site. Recommended improvements include (a) access - related improvements, (b) off -site improvements and (c) TDM policies. 6.1 ACCESS IMPROVEMENTS MDM recommends, subject to receipt of applicable permits and approvals, access - related improvements aimed at enhancing traffic operations and /or travel safety including the following which have been added to the Site Plan: ❑ While operations result in moderate delay, given the location of the majority of the parking to be located proximate to the eastern driveway it may be desirable to widen the eastern driveway approach to Hayden Avenue to provide separate exclusive left turn and exclusive right turn lanes to accommodate the 951h percentile queue lengths. The driveway alignment, widths and curb radii have been designed to achieve (a) approximate perpendicular orientation with Hayden Avenue; and (b) curb radii as required to accommodate the design vehicle for the Site. In all cases, final driveway grading and orientation should meet or exceed minimum recommended stopping sight distance presented herein. ❑ The development has incorporated sidewalks that connect the parking areas to the main entranceways of the proposed building. A sidewalk that connects the on -site walkways with the existing sidewalk system along Hayden Avenue has also been incorporated. ❑ STOP signs (R1 -1) and STOP line pavement markings have been added to the three driveway approaches to Hayden Avenue. The signs and pavement markings shall be compliant with the Manual on Uniform Traffic Control Devices (MUTCD). 45 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ Plantings (shrubs, bushes) and structures (walls, fences, etc.) should be maintained at a height of 2 feet or less within the sight lines in vicinity of the Site driveway intersection with Hayden Avenue and internal site intersections to provide unobstructed sight lines. 6.2 OFF -SITE IMPROVEMENTS Under future conditions, implementation of recommendations cited in the South Lexington Transportation Study to signalize several study locations would address improved operations at the Hayden Avenue /Waltham Street intersection and the Hayden Avenue /Route 2 Westbound Off -Ramp intersection. A source of implementation funding includes the Transportation Stabilization Fund which will be augmented from its current levels by a contribution by the Applicant in excess of $1 Million for use for the Town to pursue these recommended improvements. Analysis presented in Table 17 summarizes operations at these locations assuming implementation of signal control. TABLE 17 MITIGATED INTERSECTION CAPACITY ANALYSIS RESULTS 2024 No -Build 2024 Build 2024 Mitigated Intersection Approach v /cl Delayz LOSS v/c Delay LOS v/c Delay LOS Weekday Morning Peak Hour Hayden Ave at Eastbound 0.00 <5 A 0.00 <5 A 0.15 12 B Route 2 WB off -ramp Westbound 0.00 <5 A 0.00 <5 A 0.66 19 B Southbound Northbound >1.0 >50 F >1.0 >50 F 0.75 12 B Overall Overall n/a n/a n/a n/a n/a n/a 0.75 14 B Hayden Ave at Eastbound >1.0 >50 F >1.0 >50 F 0.32 <5 A Waltham St Northbound 0.62 22 C 0.57 24 C 0.69 9 A Southbound 0.00 <5 A 0.00 <5 A 0.97 33 C Overall n /a4 n/a n/a n/a n/a n/a 0.97 19 B Weekday Evening Peak Hour Hayden Ave at Eastbound 0.00 <5 A 0.00 <5 A 0.57 9 A Route 2 WB off -ramp Westbound 0.00 <5 A 0.00 <5 A 0.25 7 A Northbound 0.46 17 C 0.54 21 C 0.38 7 A Overall n/a n/a n/a n/a n/a n/a 0.57 8 A Hayden Ave at Eastbound >1.0 >50 F >1.0 >50 F 0.42 5 A Waltham St Northbound 0.25 12 B 0.25 12 B 0.66 9 A Southbound 0.00 <5 A 0.00 <5 A 0.72 16 B Overall n /a4 n/a n/a n /a4 n/a n/a 0.72 10 B 'Volume -to- capacity ratio 2Average control delay per vehicle (in seconds) 3Level of service 4Not applicable 46 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc As summarized in Table 17, the analysis results indicate that with traffic signal control at the intersections of Hayden Avenue at the Route 2 WB off -ramp and at Waltham Street will operate at LOS B or better during the peak hours. Detailed analysis results are presented in the Appendix. 6.3 TRAVEL DEMAND MANAGEMENT (TDM) POLICIES King Street Properties currently implements an existing aggressive and successful traffic demand management (TDM) program at its properties along Hartwell Avenue in Lexington, MA. King Street Properties also implements a TDM program for the Site's employees that follow the general framework established in the 2009 APSDUP for the Site. The TDM program for the Site will include the following key elements: ❑ Route 128 Business Council Membership. King Street Properties is a paid member of the Route 128 Business Council. This partnership provides 45 -65 Hayden Avenue tenants with valuable resources including: • Carpool matching Database • NuRide • Alewife Shuttle • Guaranteed Ride Home • Individual transportation and route planning assistance • Bicycle route maps and route planning assistance • On -site commuter benefit events • On -line trip planning tools • Classes on the ABC's of Bicycle Maintenance ❑ Transportation Coordinator. King Street Properties will designate a transportation coordinator that communicates with employees through frequent emails, tweets, and building memorandums announcing programs, incentives, reminders, and other useful information intended to decrease single occupancy vehicles (SOV's). ❑ Employee Transit Subsidies. King Street Properties participates at a level three sponsorship of the Alewife Shuttle and reimburses 100% of the cost of monthly T passes and the Alewife Shuttle for qualifying full -time employees that utilize T services three or more days per week. This sponsorship will be provided to all new tenants at the Site through lease agreements. ❑ Alternative Transportation Incentives. Employees at the campus who choose a bicycle over a car and those that sign out bicycles will be entered into drawings throughout the year to win various gift certificates or incentives. These incentives may include bike related items like sneakers and /or fitness attire, as well as services such as bike tune -ups and other special events. The tenants may be offered discounts at a local bicycle shop for helmets, free bicycle maintenance classes are also offered a couple times per year. 47 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc ❑ On -Site Showers /Lockers. The campus's facilities are outfitted with showers and locker facilities to encourage bicycle commuting and employee exercise programs. ❑ On -Site Support Services /Amenities. The campus's facilities include services and amenities that encourage employees to remain on -site for essential services and internalize trip making to the campus including: o A full cafeteria with catering options o Fitness center offered to employees o On -site mailboxes o On -site Fed -Ex boxes o Showers and changing rooms o Outdoor park space with connection to trail system ❑ Shire Shuttle. A current tenant at the Site operates a shuttle service between the property and its other buildings in the area including its main campus located at 300 Shire Way in Lexington. ❑ Central Listing of Alternative Transportation Services. King Street Properties will develop a website to post information regarding area transportation and local businesses. The company will also post information regarding its Bike Share programs. Alewife shuttles and other public transportation routes /schedules are also posted in the break room areas at the Site. ❑ Bike Share Program. King Street Properties will provide bike racks to be centrally located at the Site. The quantity of bikes stored on the racks will be monitored closely on a daily basis to ensure adequate space is available. King Street properties are committed to provide additional bike storage as occupancy levels increase. As part of the Bike Share program tenants will have the ability to sign out a bicycle to pick -up lunch, do other local errands, or just enjoy a ride. Multiple sized helmets will be made available. The above - mentioned amenities including the on -site shower and changing facility are available to support the program. ❑ Transportation Management Events. To incentivize employee participation in all programs, King Street Properties is committed to holding multiple transportation management events throughout the year. ❑ ShuttlelBus Stop. To encourage additional participation in public transportation services, King Street Properties commits to providing a new shuttle/bus stop along Hayden Avenue or within the Campus subject to provisions of the memorandum of understanding with the Town. 48 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc 6.4 CONCLUSIONS There is adequate capacity along Hayden Avenue and at the study intersections to accommodate the proposed development. Existing and proposed funds that are included in the transportation stabilization fund will allow the Town to move forward with area transportation improvements which will enhance the operations within the study area. Planned area improvements include optimizing the traffic signal timing at the intersection of Hayden Avenue /Spring Street as part of on -going traffic signal maintenance and the signalization at the following locations (a) the Hayden Avenue /Waltham Street intersection, (b) the Waltham Street /Route 2 Westbound Off -Ramp intersection, and (c) the Hayden Avenue /Route 2 Westbound Off -Ramp intersection. Proposed access /egress improvements will provide ample capacity to accommodate site - generated traffic while also enhancing safety and capacity in the study area. In addition, proposed access /egress along Hayden Avenue will be designed to ensure that adequate sight lines are provided in accordance with AASHTO criteria based on ambient travel speeds. The Campus, upon full occupancy, including the planned expansion, will have a peak parking demand of 1,526 parking spaces, leaving a parking vacancy of 98 spaces (6 percent). Accordingly, 1,624 marked spaces at the Campus are appropriate for planning the future expansion and an infill of vacant office space under a development scenario with a more intensive parking requirement (i.e. an all- office use of the campus buildings). 49 \1 1t \1 S:AProjects \887 - Lexington (King Street Properties)ADocuments \887 TIAS02 Final.doc Appendix ❑ Traffic Volume Data ❑ Seasonal /Yearly Growth ❑ Speed Data ❑ Crash Data ❑ Public Transportation Information ❑ Sight Distance Calculations ❑ Background Projects ❑ Trip Generation ❑ Trip Distribution Calculations ❑ Capacity Analysis ❑ Parking Analysis ❑ Traffic Volume Data Study Name 887 Hayden Ave ATR Start Date 115116!2017 Start Time 12:00 AM Site Code 887 Light Modium Heavy Total Channel ,o Y D1rec8on Dlretton `' Duectkn DuecBe�} oDlrectlon DitecBoi ; Ddechoni; Direc8o0� Direction �`;:- , Eesibouod 4 :, Westbound 'Faat6ound ;Wesibo6nd F�siti"oeiM We30»uhE Eeaft ind wataounri 12:00 AM 0 7 0 0 0 0 0 7 12:15 AM 3 5 0 a 0 0 3 5 12:30 AM 0 0 0 0 0 0 0 0 12ASAM 0 3 0 0 0 0 0 3 1:0D AM 0 3 0 1 0 0 0 4 1:15AM 0 1 0 0 0 0 0 1 1:30 AM 1 0 0 0 0 0 1 0 1A5AM 0 0 0 1 0 0 0 1 2:01) AM 0 2 1 0 0 0 1 2 2:15 AM 0 3 0 0 0 0 0 3 2:30 AM 0 0 0 0 0 0 0 0 2:45AM 1 0 0 0 0 0 1 0 3:00 AM 0 0 0 0 0 0 0 D 3:15AM 0 2 0 0 0 0 0 2 3:30 AM 1 0 0 0 D 0 1 0 3:45 AM 0 3 0 0 0 0 0 3 4:00 AM 0 2 1 0 0 0 1 2 4:15 AM 1 0 0 0 0 0 1 0 4:30 AM 3 2 0 0 0 0 3 2 4:45 AM 3 3 0 1 0 0 3 4 5:00 AM 2 2 1 0 0 0 3 2 5:15 AM 6 6 1 1 0 2 7 9 5:30 AM 3 23 0 1 0 0 3 24 5:45 AM 11 18 0 1 0 0 11 19 6:00 AM 7 28 1 3 0 0 8 31 6:15 AM 20 26 0 2 0 0 20 28 6:30 AM 11 42 3 5 0 0 14 47 SAS AM 36 66 2 2 0 1 40 69 7:OD AM 29 BB 3 7 0 0 32 95 7:15 AM 29 124 1 6 0 0 30 130 7:30 AM 35 191 1 1 0 0 36 198 7:45 AM 37 212 3 3 0 1 40 216 8:00 AM 31 186 0 7 0 0 31 193 8:15 AM 37 179 1 10 0 1 38 190 8:30 AM 46 176 2 2 0 0 48 178 8:45 AM 47 173 3 7 0 1 50 161 9:00 AM 44 158 4 7 0 0 48 165 9:15 AM 31 103 1 5 0 1 32 109 9:30 AM 24 102 3 9 0 0 27 111 9AS AM 19 90 3 5 0 1 22 96 10:00 AM 24 61 3 7 0 0 27 88 10:15 AM 22 59 4 2 0 0 26 61 10:30 AM 19 57 6 3 0 0 25 60 10:45 AM 23 55 1 7 0 0 24 62 11 :00 AM 29 68 0 2 0 1 29 71 11 :15 AM 27 59 1 3 0 0 28 62 11:30 AM 37 6B 1 3 0 0 38 71 11:45 AM 35 62 0 4 0 1 35 67 12:00 PM 30 56 3 2 0 0 33 58 12:15 PM 34 71 2 5 0 0 36 76 12:30 PM 28 82 1 3 0 1 29 B6 12:45 PM 30 76 3 7 1 0 34 83 1:00 PM 29 86 0 4 0 0 29 90 1:15 PM 26 BO 3 1 0 1 29 82 1:30 PM 34 61 1 4 D 0 35 65 1:45 PM 29 68 0 3 0 0 29 71 2:00 PM 26 60 8 0 0 26 77 2:15 PM 26 66 1 5 0 1 27 72 2:30 PM 37 68 2 4 0 0 39 72 2:45 PM 24 90 2 2 0 0 26 92 3:00 PM 40 113 1 2 0 2 41 117 3:15 PM 43 78 1 5 0 0 44 83 3:30 PM 31 79 1 3 0 0 32 lit 3:45 PM 38 86 2 7 0 0 40 93 4:00 PM 40 95 1 2 0 0 41 97 4:15 PM 27 92 1 2 0 0 28 94 4:30 PM 43 99 0 4 1 0 44 103 4:45 PM 42 112 0 6 0 0 42 118 5:00 PM 71 97 2 3 D 0 73 100 5:15 PM 66 82 0 2 0 1 66 85 5:30 PM 64 64 1 3 0 0 65 87 5:45 PM 69 99 0 2 0 0 69 101 6:00 PM 45 78 0 5 0 0 45 83 6:15 PM 42 69 1 1 0 0 43 70 6:30 PM 21 53 0 4 0 a 21 57 6:45 PM 24 39 0 4 0 0 24 43 7:00 PM 15 53 0 1 0 1 15 55 7:15 PM 13 41 0 0 0 0 13 41 7:30 PM 13 44 0 0 0 0 13 44 7:45 PM 4 30 0 0 0 0 4 30 8:00 PM 13 34 0 0 0 0 13 34 BAS PM 12 33 0 1 0 0 12 34 8:30 PM 11 30 0 0 0 0 11 30 8:45 PM 6 21 0 1 0 0 8 22 9:00 PM 2 33 1 0 0 0 3 33 9:15 PM 3 22 0 0 0 0 3 22 9:30 PM 7 21 0 D 0 0 7 21 9:45 PM 9 15 0 0 0 0 9 15 10:00 PM 6 24 0 1 0 0 6 25 10:15 PM 2 20 0 0 0 0 2 20 10:30 PM 3 16 0 0 D 0 3 16 1OAS PM 1 11 0 0 0 0 1 11 11:00 PM 2 11 0 1 0 0 2 12 11:15 PM 0 4 0 0 0 0 0 4 11:30 PM 1 5 0 0 0 0 1 S 11:45 PM 0 5 0 0 0 0 0 5 1915 5239 at 232 2 17 2001 5488 Study Nam. 867 Odveway ATka Start Dat. 05116/2017 Start Tlm. 12:00 AM 311. Cod. 887 45 Heyde. Avenue 55.69 Hayden Avenue channel Olr —ion OlreNon 01recdon 01—ti.. OlrecO.. Southbound Northbound Southbound Northbound 12:00 AM 0 0 0 0 12:15AM 0 0 0 0 22:30AM 0 0 0 0 I2A5 AM 0 0 0 0 1c00AM 0 0 1 1 1:25AM 0 0 1 0 1:30 AM 0 0 0 0 IASAM 0 0 0 0 2.O0 AM 0 0 0 0 2:15 AM 0 0 0 0 2:30 AM 0 0 0 0 2:45AM 0 0 0 0 3O0 AM 0 0 0 0 3aSAM 0 0 0 0 3:30 AM 0 0 0 0 3AS AM 0 0 0 0 4:OOAM 0 0 0 0 4:15 AM 0 0 0 0 430AM 0 0 0 0 4:45 AM 0 0 0 0 5:00 AM 0 0 0 1 5:15AM 2 5 0 2 5:30 AM 0 2 1 12 SASAM 0 5 0 21 6:00 AM 0 3 0 20 6:15AM 0 6 2 4 6:30AM 2 6 0 6 6A5AM 2 23 0 19 7:00AM 3 21 2 12 7:15 AM 4 19 5 12 7:30 AM 3 24 3 19 7:45 AM 7 20 3 21 B:OOAM 1 22 1 13 8:15 AM A 31 2 21 8:30 AM 4 29 4 21 8:45 AM 6 33 3 33 TODAM 3 23 4 16 9:25 AM 6 16 2 21 9:30 AM 2 8 6 12 9A5 AM 6 14 4 11 10100A M 4 5 B 7 10:15 AM 4 a 6 8 10:30 AM 4 4 3 5 IOASAM 2 4 2 8 11:00 AM 5 6 4 6 11:15 AM 16 3 13 6 11130 AM G 5 5 4 11AS AM 14 6 8 4 12.00 PM 9 9 12 11 12:15 PM 9 4 5 6 12:30 PM 6 8 6 6 12:45 PM 3 10 5 10 1:OOPM 4 6 6 e 1:35 PM 6 6 7 5 2:30PM 5 7 4 6 IAS PM 5 5 12 6 2:OOPM 9 4 22 4 2:15 PM 9 4 22 3 2:30 PM 6 5 17 4 2:45 PM 8 4 30 2 3:00 PM 13 4 14 1 3:15 PM 11 6 14 5 330 PM 15 1 IB 1 3:45 PM 17 3 13 0 4:00 PM 26 2 19 1 4:15 PM 39 2 18 2 4:30 PM 29 2 26 2 4:45 PM 39 2 14 2 5:00 PM 27 4 22 2 5:15 PM 20 3 12 2 5:30 PM 12 3 17 7 5:45 PM 12 2 A 3 6:00 PM 13 1 5 3 6:15 PM 11 2 7 0 6:30 p 9 2 2 1 6AS PM 6 0 4 2 7:00 PM 2 0 8 1 7:15 PM 1 1 ] 0 7:30 PM 3 2 1 2 7ASPM 2 0 0 0 8O0 PM 3 1 1 0 815 PM 2 0 3 1 8:30 PM 0 1 5 0 SAS PM 0 0 0 0 9:OOPM 2 0 0 0 9:15 PM 1 0 0 0 930 PM 0 0 1 0 9ASPM 0 1 5 0 10:00 PM 0 0 0 0 10:15 PM 0 1 2 1 1030 PM 1 0 0 0 10:45 PM 0 0 0 0 11:70 PM 0 0 0 I 11:15 PM 0 0 1 0 11:30 PM 0 0 0 0 IIAS PM 0 0 0 0 MDM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA File Name : 887 East Driveway 05 -16 -2017 Site Code : 887 Start Date : 5/16/2017 Page No : 2 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Int. Total 07:45 AM Eastern Site Driveway From North Hayden Avenue From East Hayden Avenue From West Start Time 11 Ri ht Left I Peds I App. Total I Right I Thru I Peds I App. Total I Thru I Left I PedsT-AppTotal Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Int. Total 07:45 AM 5 1 0 6 7 208 0 215 28 14 0 42 263 08:00 AM 1 0 0 1 11 189 0 200 20 10 0 30 231 08 :15 AM 4 0 0 4 22 185 0 207 28 9 0 37 248 08:30 AM 3 0 0 3 20 187 0 207 36 10 0 46 256 Total Volume 13 1 0 14 60 769 0 829 112 43 0 155 998 % App. Total 92.9 7.1 0 7.2 92.8 0 72.3 27.7 0 PHF .650 .250 .000 .583 .682 .924 .000 .964 .778 .768 .000 .842 .949 Lights 10 0 0 10 56 749 0 805 102 40 0 142 957 % Lights 76.9 0 0 71.4 93.3 97.4 0 97.1 91.1 93.0 0 91.6 95.9 Mediums 3 1 0 4 4 19 0 23 10 3 a 13 40 % Mediums 23.1 100 0 28.6 6.7 2.5 0 2.8 8.9 7.0 0 8.4 4.0 Articulated Trucks 0 0 0 0 0 1 0 1 0 0 0 0 1 % Articulated Trucks 0 0 0 0 0 0.1 0 0.1 0 0 0 0 0.1 Out In Total 196 10 103 140 1107 10 0 0 3 1 0 0 0 0 131 11 0 Right Left Peds Peak Hour Data worh i D oCn �°' O omocn_ 11 I North �? rn rr 0 o a rn 4 cn o v, Peak Hour Begins at 07:45 AM C ON O O N ` t f- A N N O N Lights 0 o a o N Mediums oL N io v Articulated Trucks m CL Or a ^ o00o a W o iu' N-+ati- MDM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA File Name : 887 East Driveway 05 -16 -2017 Site Code : 887 Start Date : 5/16/2017 Page No :3 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04:30 PM Eastern Site Driveway From North Hayden Avenue From East Hayden Avenue I From West Start Time I Right I Left I Peds I App Right I Thru I Peds I App. Total I Thru Left I Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04:30 PM 11 19 0 30 0 97 0 97 46 2 0 48 175 04:45 PM 13 6 0 19 0 102 0 102 42 2 0 44 165 05:00 PM 13 14 0 27 1 84 0 85 69 3 0 72 184 05:15 PM 7 13 0 20 0 83 0 83 61 2 0 63 166 Total Volume 44 52 0 96 1 366 0 367 218 9 0 227 690 % App. Total 45.8 54.2 0 0.3 99.7 0 96 4 0 PHF .846 .684 .000 .800 .250 .897 .000 .900 .790 .750 .000 .788 .938 Lights 42 48 0 90 1 352 0 353 215 4 0 219 662 % Lights 95.5 92.3 0 93.8 100 96.2 0 96.2 98.6 44.4 0 96.5 95.9 Mediums 2 4 0 6 0 13 0 13 3 5 0 8 27 % Mediums 4.5 7.7 0 6.3 0 3.6 0 3.5 1.4 55.6 0 3.5 3.9 Articulated Trucks 0 0 0 0 0 1 0 1 0 0 0 0 1 % Articulated Trucks 0 0 0 0 0 0.3 0 0.3 0 0 0 0 0.1 Out In Total 9 90 95 110 96 106 42 46 0 2 4 0 0 0 0 441 521 0 Right Left Peds Peak Hour Data N r N � O O t0 w North o o �+ W -- -moo - m m o I- Peak Hour Begins at 04:30 PM C N _ N N N N r —� — W W w w !- Lights COOi�WN V�Ww 0 o o o y Mediums o v m� Articulated Trucks o M O`° v a N0000 m mo W N-•w V - +Of71� M DM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA N: 65 Hayden Ave Driveway File Name : 887 East Driveway 05 -16 -2017 E/W: Hayden Avenue Site Code : 887 Lexington, MA Start Date : 5/16/2017 Page No : 1 r',rnnnc Printarl_ I inhtc _ Marlinmc _ Artindafari Trurkc 08:00 AM 1 0 0 08:15 AM 4 0 0 08:30 AM 3 0 0 08 :45 AM 2 3 0 1 11 189 0 200 20 10 0 30 231 4 22 185 0 207 28 9 0 37 248 3 20 187 0 207 36 10 0 46 256 5 18 177 0 195 35 15 0 50 250 04:00 PM 16 Eastern Site Driveway 0 26 Hayden Avenue 1 79 Hayden Avenue 80 38 2 0 From North Apprch % 146 From East 9 10 From West 19 0 Start Time Right Left I Peds I App. Total Ri ht Thru I Peds I App. Total Thru Left I Peds I App. Total Int. Total 07:00 AM 2 1 0 3 11 86 0 97 21 10 0 31 131 07:15 AM 4 0 0 4 8 143 0 151 21 10 0 31 186 07:30 AM 3 0 0 3 15 193 0 208 28 9 0 37 248 07:45 AM 5 1 0 6 7 208 0 215 28 14 0 42 263 Total 14 2 0 16 41 630 0 671 98 43 0 141 828 08:00 AM 1 0 0 08:15 AM 4 0 0 08:30 AM 3 0 0 08 :45 AM 2 3 0 1 11 189 0 200 20 10 0 30 231 4 22 185 0 207 28 9 0 37 248 3 20 187 0 207 36 10 0 46 256 5 18 177 0 195 35 15 0 50 250 04:00 PM 16 10 0 26 115 1 79 0 80 38 2 0 40 Apprch % 146 04:15 PM 9 10 0 19 0 1 80 0 81 23 2 0 25 2.9 125 04:30 PM 11 19 0 30 20.1 0 97 0 97 46 2 0 48 174 175 04:45 PM 13 6 0 19 0 0 102 0 102 42 2 0 44 97 165 Total 49 45 0 94 95.8 2 358 0 360 149 8 0 157 67 611 05:00 PM 0 13 14 0 27 11.1 1 84 0 85 69 3 0 72 0 184 05:15 PM Articulated Trucks 7 13 0 20 0 0 83 0 83 61 2 0 63 %ArticulatedTrucks 166 05:30 PM 0 5 7 0 12 0.1 0 83 0 83 64 3 0 67 162 05:45 PM 6 6 0 12 0 90 0 90 64 2 0 66 168 Total 31 40 0 71 1 340 0 341 258 10 0 268 680 Grand Total 104 90 0 194 115 2066 0 2181 624 105 0 729 3104 Apprch % 53.6 46.4 0 5.3 94.7 0 85.6 14.4 0 Total % 3.4 2.9 0 6.2 3.7 66.6 0 70.3 20.1 3.4 0 23.5 Lights 94 80 0 174 108 2003 0 2111 601 87 0 688 2973 % Lights 90.4 88.9 0 89.7 93.9 97 0 96.8 96.3 82.9 0 94.4 95.8 Mediums 10 10 0 20 7 60 0 67 23 18 0 41 128 % Mediums 1 9.6 11.1 0 10.31 6.1 2.9 0 3.1 3.7 17.1 0 5.61 4.1 Articulated Trucks 0 0 0 0 0 3 0 3 0 0 0 0 3 %ArticulatedTrucks 0 0 0 0 0 0.1 0 0.1 0 0 0 0 0.1 MDM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA File Name : 887 West Driveway 05 -16 -2017 Site Code :887 Start Date : 5/16/2017 Page No :2 PeaK Hour Analysis From 07:00 AM to 11:45 AM -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM Western Site Driveway From North Hayden Avenue From East Hayden Avenue From West Start Time 11 Right I Left I Peds I App. Total I Right I Thru I Peds I App. tal I Thru Left I Peds I App. Total PeaK Hour Analysis From 07:00 AM to 11:45 AM -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 2 1 0 3 3 195 0 198 37 15 0 52 253 07:45 AM 3 0 0 3 4 209 0 213 41 17 0 58 274 08:00 AM 1 0 0 1 0 193 0 193 31 15 0 46 240 08:15 AM 2 0 0 2 3 189 0 192 37 19 0 56 250 Total Volume 8 1 0 9 10 786 0 796 146 66 0 212 1017 % App. Total 88.9 11.1 0 1.3 98.7 0 68.9 31.1 0 PHF .667 .250 .000 .750 .625 .940 .000 .934 .890 .868 .000 .914 .928 Lights 8 1 0 9 10 754 0 764 137 65 0 202 975 % Lights 100 100 0 100 100 95.9 0 96.0 93.8 98.5 0 95.3 95.9 Mediums 0 0 0 0 0 30 0 30 9 1 0 10 40 % Mediums 0 0 0 0 0 3.8 0 3.8 6.2 1.5 0 4.7 3.9 Articulated Trucks 0 0 0 0 0 2 0 2 0 0 0 0 2 % Articulated Trucks 0 0 0 0 0 0.3 0 0.3 0 0 0 0 0.2 Out In Total 75 9 1 84 1 0 J501 0 0 76 9 8 1 1 0 0 0 0 0 0 0 81 11 0 Right Left Peds Peak Hour Data 1 0 om o Li O North �0000 c 0 o N r_ rn o �o Peak Hour Begins at 07:30 AM =_' Lights 4 —� -4 W-J4 Zi F— M Mediums O N R m N ,, o, v Articulated Trucks m CL O� n n. C o00o m coQ A W O d W N (ON- MDM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA File Name : 887 West Driveway 05 -16 -2017 Site Code : 887 Start Date : 5/16/2017 Page No :3 Neale hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04 :30 PM Western Site Driveway From North Hayden Avenue I From East Hayden Avenue From West Start Time I Right_L Left I Peds I App. Total I Right I Thru Peds I App. Total I Thru Left I Peds I App. Total Neale hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM Int. Total 04 :30 PM 25 1 0 26 0 103 0 103 43 2 0 45 174 04:45 PM 11 3 0 14 0 118 0 118 39 2 0 41 173 05:00 PM 20 2 0 22 2 96 0 98 71 0 0 71 191 05:15 PM 8 4 0 12 1 84 0 85 62 1 0 63 160 Total Volume 64 10 0 74 3 401 0 404 215 5 0 220 698 % App. Total 86.5 13.5 0 0.7 99.3 0 97.7 2.3 0 PHF .640 .625 .000 .712 .375 .850 .000 .856 .757 .625 .000 .775 .914 Lights 64 10 0 74 3 383 0 386 207 3 0 210 670 % Lights 100 100 0 100 100 95.5 0 95.5 96.3 60.0 0 95.5 96.0 Mediums 0 0 0 0 0 17 0 17 7 2 0 9 26 % Mediums 0 0 0 0 0 4.2 0 4.2 3.3 40.0 0 4.1 3.7 Articulated Trucks 0 0 0 0 0 1 0 1 1 0 0 1 2 % Articulated Trucks 0 0 0 0 0 0.2 0 0.2 0.5 0 0 0.5 0.3 Out In Total 6 74 80 B 740 Q 64 10 0 0 0 0 0 0 0 641 101 0 Right Left Peds Peak Hour Data -al r- - N m O O �- MNO N j Norlh = v v -- r.�ooca o rn o Peak Hour Begins at 04:30 PM O N N Onrul ` -i Lights f -2 0 0 0 o y Mediums a Articulated Trucks m a �-1 Q. m0000 rn rn� N N O d tON ACJ- MDM Transportation Consultants, INC. 28 Lord Road, Suite 280 Marlborough, MA N: 45 Hayden Ave Driveway File Name : 887 West Driveway 05 -16 -2017 E/W: Hayden Avenue Site Code : 887 Lexington, MA Start Date : 5/16/2017 Page No : 1 r.`.rnunc Prinf —i_ I inhfc _ hil— inmc _ Artirnhfcr) Trurlrc 08:00 AM 1 Western Site Driveway 0 1 Hayden Avenue 0 193 Hayden Avenue 193 31 15 0 From North Apprch % 240 From East 2 0 From West 2 0 Start Time Ri ht Left I Peds I App. Total Right I Thru I Peds I App. Total Thru Left I Peds I App. Total Int. Total 07:00 AM 1 1 0 2 3 92 0 95 30 9 0 39 136 07:15 AM 4 1 0 5 2 126 0 128 32 10 0 42 175 07:30 AM 2 1 0 3 3 195 0 198 37 15 0 52 253 07:45 AM 3 0 0 3 4 209 0 213 41 17 0 58 274 Total 10 3 0 13 12 622 0 634 140 51 0 191 838 08:00 AM 1 0 0 1 32 0 193 0 193 31 15 0 46 Apprch % 240 08:15 AM 2 0 0 2 0 3 189 0 192 37 19 0 56 0.7 250 08:30 AM 3 1 0 4 22.5 4 180 0 184 47 18 0 65 150 253 08:45 AM 2 0 0 2 0 4 180 0 184 51 29 0 80 95.8 266 Total 8 1 0 9 11 742 0 753 166 81 0 247 1009 04:00 PM 17 2 0 19 0 98 0 98 38 1 0 39 156 04:15 PM 15 3 0 18 4.4 0 93 0 93 24 2 0 26 4 137 04:30 PM 25 1 0 26 0 0 103 0 103 43 2 0 45 0 174 04:45 PM 11 3 0 14 0 118 0 118 39 2 0 41 173 Total 68 9 0 77 0 412 0 412 144 7 0 151 640 05:00 PM 20 2 0 22 2 96 0 98 71 0 0 71 191 05:15 PM 8 4 0 12 1 84 0 85 62 1 0 63 160 05:30 PM 16 2 0 18 5 82 0 87 63 2 0 65 170 05:45 PM 3 0 0 3 1 99 0 100 69 2 0 71 174 Total 47 8 0 55 9 361 0 370 265 5 0 270 695 Grand Total 133 21 0 154 32 2137 0 2169 715 144 0 859 3182 Apprch % 86.4 13.6 0 1.5 98.5 0 83.2 16.8 0 Total % 4.2 0.7 0 4.8 1 67.2 0 68.2 22.5 4.5 0 27 Lights 129 21 0 150 32 2047 0 2079 676 132 0 808 3037 % Lights 97 100 0 97.4 100 95.8 0 95.9 94.5 91.7 0 94.1 95.4 Mediums 4 0 0 4 0 86 0 86 38 12 0 50 140 % Mediums 1 3 0 0 2.61 0 4 0 41 5.3 8.3 0 5.81 4.4 Articulated Trucks 0 0 0 0 0 4 0 4 1 0 0 1 5 %ArticulatedTrucks 0 0 0 0 0 0.2 0 0.2 0.1 0 0 0.1 0.2 PDI File N: 175673 A Location: 5: Route 2 WB Onramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:508 -875 -0100 Fax:508- 8750118 Email: datarequests @pdilic.com Cars. Heaw Vehicles. and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 155 Hayden Avenue 0 203 Route 2 WB Onramp 0 0 Hayden Avenue 0 406 94.2 East South West Total Thru Lek I U -Turn Total Right Left U -Turn Total Right Thru U -Tum Total 48 25 0 73 84 30 0 114 145 56 0 201 133 70 0 203 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 48 0 55 11 45 0 56 4 49 0 53 4 59 0 63 128 170 254 266 Total 410 181 0 591 0 0 0 0 26 201 0 227 818 8:00 AM 155 48 0 203 0 0.0 0 0 0 0 406 94.2 16 58 0 74 277 8 :15 AM 168 51 0 219 0 0 0 0 0 17 18 53 0 71 290 8:30 AM 139 49 0 188 10 0 0 0 0 Exiting Leg Total 8 56 0 64 252 8:45 AM 157 38 0 195 71 0 0 0 0 0 12 63 0 75 270 Total 619 186 0 805 30 0 0 0 0 1.2 54 230 0 284 1089 Grand Total 1029 367 0 1396 230 0 0 0 0 0 23.1 0.0 80 431 0 511 1907 Approach % 73.7 26.3 0.0 0.921 0.912 0.000 0.0 0.0 0.0 0.000 0.750 15.7 84.3 0.0 7 16 Total % 54.0 19.2 0.0 73.2 0 0.0 0.0 0.0 0.0 5 4.2 22.6 0.0 26.8 619 Exiting Leg Total 0 805 0 431 0 0 54 230 447 284 1089 Cars Exiting Leg 1029 1907 Cars %Cars Exiting Leg Total 1004 97.6 346 94.3 0 0.0 1350 96.7 406 0 0.0 0 0.0 0 0.0 0 0.0 421 75 93.8 406 94.2 0 0.0 481 94.1 1004 1831 96.0 1831 Heavy Vehicles 8 21 0 29 0 0 0 0 4 13 0 17 46 % Heavy Vehicles 0.8 5.7 0.0 2.1 0.0 0.0 0.0 0.0 10 3.0 0.0 3.3 2.4 Exiting Leg Total 277 8:15 AM 168 131 219 0 0 0 Z51 18 53 0 71 8 46 Buses 17 0 0 17 0 0 0 0 1 12 0 13 30 % Buses 1.7 0.0 0.0 1.2 0.0 0.0 0.0 0.0 13 2.8 0.0 2.5 1.6 Exiting Leg Total 230 0 284 1089 12 76.9 23.1 0.0 0 1 0.0 0.0 219 19.0 17 30 peak Hnur Analveis from 1717,nn AM to nq-nn AM hptrinc at 8:00 AM 604 Hayden Avenue 0 785 Route 2 WB Onramp 0 0 Hayden Avenue 52 219 0 271 East Cars% 97.6 South 0.0 97.5 West 0.0 0.0 0.0 Thru Lek I U -Tum Total Right Left I U -Turn Total Right Thru I U -Tum Total TOtal 8:00 AM 155 48 0 203 0 0 0 0 16 58 0 74 277 8:15 AM 168 51 0 219 0 0 0 0 18 53 0 71 290 8:30 AM 139 49 0 188 0 0 0 0 8 56 0 64 252 8:45 AM 157 38 0 195 0 0 0 0 12 63 0 75 270 Total Volume 619 186 0 805 0 0 0 0 54 230 0 284 1089 % Approach Total 76.9 23.1 0.0 0 0.0 0.0 0.0 219 19.0 81.0 0.0 1056 Heavy Enter Leg PHF 0.921 0.912 0.000 0.919 0.000 0.000 0.000 0.000 0.750 0.913 0.000 0.947 0.939 Can 604 181 0 785 0 0 0 0 52 219 0 271 1056 Cars% 97.6 97.3 0.0 97.5 0.0 0.0 0.0 0.0 96.3 95.2 0.0 95.4 97.0 Heavyvehlcies 4 5 0 9 0 0 0 0 1 6 0 7 16 Heavy vehicles % 016 2.7 0.0 1.1 0.0 0.0 0.0 0.0 1.9 2.6 0.0 2.5 1.5 Buses 11 0 0 11 0 0 0 0 1 5 0 6 17 Buses % 1.8 0.0 0.0 1.4 0.0 0.0 0.0 0.0 1.9 2.2 010 2.1 1.6 Cars Enter Leg 604 181 0 785 0 0 0 0 52 219 0 271 1056 Heavy Enter Leg 4 5 0 9 0 0 0 0 1 6 0 7 16 Bus Enter Leg 11 0 0 11 0 0 0 0 1 5 0 6 17 Total Entering Leg 619 186 0 805 0 0 0 0 54 230 0 284 1089 Cars Exiting Leg 219 233 604 1056 Heavy Exiting Leg 6 6 4 16 Buses Exiling Leg 5 1 1 17 Total Exiting Leg 230 240 619 1089 Page 1 PDI File N: 175673 A Location: S: Route 2 WB Onramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client; MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: T . - V -Turn (W -SB CVI -NB T- ?5 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office; 508- 875 -0100 Fax:508- 875.0118 Email: datarequests @pdillc.com Bicycles (on Roadwav and Crosswalks) 7:00 AM 7:15 AM 7:30 AM 7;45 AM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WB Onramp 0 0 0 Hayden Avenue 0 0 0 East South West Total T . - V -Turn (W -SB CVI -NB T- - Bah V -Turn - -WB - FB io1J PIBM - U -Twn - - TeW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 2 0 0 0 0 21 0 0 0 0 0 01 0 0 0 0 0 01 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 2 Grand Total 2 1 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 1 4 Approach% 66.7 33.3 0.0 0.0 0.0 1 0.0 0.0 0.0 010 0.0 0 0.0 100.0 0.0 0.0 0.0 1 2 Total% 50.0 25.0 0.0 0.0 0.0 75.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 25.0 4 Exiting Leg Total 66.7 1 010 0.0 0.0 0.0 0.0 0.0 0.0 1 me 100.0 0.0 0.0 0.0 2 4 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0.250 0.250 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 01000 0.250 0.000 OA00 01000 7:30 AM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West lhuu 4h U -rum [W -sB CWa1B row su'% kH U1wn I M -we CW -[e ToW .4m TNU U-TUm cw-xe Cw -sB TeW Total 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 2 Total Volume 2 1 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 1 4 %Approach Total 66.7 33.3 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 me 100.0 0.0 0.0 0.0 PHF 0.250 0.250 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 01000 0.250 0.000 OA00 01000 0.250 0500 Entering Leg Exiting Leg Total 2 1 0 0 0 31 0 0 0 0 0 1 4 0 1 0 0 0 1I 4 2 4 31 8 Page 5 PDI File #: 175673 A Location: S: Route 2 WS Onramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: 0 0 PRECISION D A T A INDUSTRIES. LLC 46 Morton Street, Framingham, MA 01702 Office:508.875.0100 Fax:508-875 -0118 Ema II: datarequests @pd iliccom Pedestrians 8:00 AM 8:15 AM 8:30 AM 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hayden Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Route 2 WB Onramp 0 0 0 0 0 0 0 0 0 0 0 0 Hayden Avenue 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 East 0 0 0 0 South 0 0 0 0 West 0 0 0 0 0 0 0 0 0 Mu fah U Turn (W SB M' NB Tolal IB {M Iah U -TUm --a -1 ToW BpM TNU U1um CNi/B --r- T..' Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 :30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 01 0 0 0 0 0 01 0 o 0 0 0 01 0 8:00 AM 8:15 AM 8:30 AM 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Approach % 0.0 oo 0.0 0.0 0.0 0.0 0.0 0.0 OA 010 0.0 0A 0.0 0.0 0.0 0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 -0 00 00 0 Exiting Leg Total 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 Peak Hour Analvsis from 07:00 AM to 09:00 AM beeins at: 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 7:00 AM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Total - - . -- - -..a Told - 4h U- - -- Taal BIFM TMu u-ln - [W -SB Toul 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Approach Total 0.0 Mir 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 01000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg Exiting Leg Total 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 Page 6 PDI File #: 175673 B Location: 5: Route 2 WEI Offramp Location: E. Hayden Avenue W. Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date! Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: 53 41 0 94 75 71 0 146 117 133 0 250 132 108 0 240 PRECISION D A T A INDUSTRIES,LLC 46 Morton Street, Framingham, MA 01702 Office:508- 875 -0100 Fa ::508. 875.0778 Email: datarequests @pdilic.com Cars. Heaw Vehicles. and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 96 Hayden Avenue 0 96 Route 2 WB Offramp 117 123 Hayden Avenue 240 148 East South West Total Thru Leh U -Turn Total Right I Left I U -Tum Total Right Thru I U -Tum Total 56 0 1 57 57 0 0 57 100 0 0 100 101 0 0 101 53 41 0 94 75 71 0 146 117 133 0 250 132 108 0 240 0 17 0 17 0 14 0 14 0 23 0 23 0 23 0 23 168 217 373 364 Total 314 0 1 315 377 353 0 730 0 77 0 77 1122 8:00 AM 96 0 0 96 741 117 123 0 240 148 0 21 0 21 357 8:15 AM 103 0 0 103 0.0 119 153 0 272 90.2 0 17 0 17 392 8:30 AM 110 0 0 110 117 69 119 0 188 Heavy Vehicles 0 21 0 21 319 8:45 AM 119 0 0 119 0 77 122 0 199 0.0 0 28 0 28 346 Total 428 0 0 428 1.7 382 517 0 899 19 0 87 0 87 1414 Grand Total 742 0 1 743 3 759 870 0 1629 21 0 164 0 164 2536 Approach % 99.9 0.0 0.1 0.0 0.0 46.6 53.4 0.0 0.0 1.8 0.0 100.0 0.0 17 1.5 Total% 29.3 0.0 0.0 29.3 9 29.9 34.3 0.0 64.2 1 0.0 6.5 010 6.5 400 Exiting Leg Total 0 400 485 924 0 1002 0 84 0 84 1486 Cars Exiting Leg 1612 2536 Cars 720 0 1 721 741 844 0 1585 0 148 0 148 2454 %Cars 97.0 0.0 100.0 97.0 97.6 97.0 0.0 97.3 0.0 90.2 0.0 90.2 96.8 Exiting Leg Total Right Thru U -Tum Total 890 7:30 AM 100 0 0 0 117 133 0 250 1564 2454 Heavy Vehicles 19 0 0 19 9 5 0 14 0 10 0 10 43 %Heavy vehicles 2.6 0.0 0.0 2.6 1.2 0.6 0.0 0.9 0.0 6.1 0.0 6.1 1.7 Exiting Leg Total 153 0 272 0 19 17 392 Total Volume 0 0 0 400 485 24 43 Buses 3 0 0 3 9 21 0 30 0 6 0 6 39 %Buses 0.4 0.0 0.0 0.4 1.2 2.4 0.0 1.8 0.0 3.7 0.0 17 1.5 Exiting Leg Total 1 0 0 15 9 10 0 0 0 1 0 24 39 Peak Hour Analvsis from 07:00 AM to 09:00 AM beeins at: 7:30 AM 390 Hayden Avenue 0 390 Route 2 WB Offramp 505 0 Hayden Avenue 0 78 0 78 East Cars % 97.5 South 0.0 97.5 West 97.7 0.0 97.2 Thru I Left I U -T.. I Total Right I Leh I U -Tum I Total Right Thru U -Tum Total Total 7:30 AM 100 0 0 100 117 133 0 250 0 23 0 23 373 7:45 AM 101 0 0 101 132 108 0 240 0 23 0 23 364 8:00 AM 96 0 0 96 117 123 0 240 0 21 0 21 357 8:15 AM 103 0 0 103 119 153 0 272 0 17 0 17 392 Total Volume 400 0 0 400 485 517 0 1002 0 84 0 84 1486 %Approach Total 100.0 0.0 0.0 0 48.4 51.6 010 78 0.0 100.0 0.0 1442 Heavy Enter Leg PHF 0.971 0.000 0.000 0.971 0.919 0.845 0.000 0.921 0.000 0.913 0.000 0.913 0.948 Cars 390 0 0 390 469 505 0 974 0 78 0 78 1442 Cars % 97.5 0.0 0.0 97.5 96.7 97.7 0.0 97.2 0.0 92.9 0.0 92.9 97.0 Heavy Vehicles 9 0 0 9 7 2 0 9 0 5 0 5 23 Heavy vehicles% 2.3 0.0 0.0 2.3 1.4 0.4 0.0 0.9 0.0 6.0 0.0 6.0 1.5 Buses 1 0 0 1 9 10 0 19 0 1 0 1 21 Buses % 0.3 0.0 0.0 0.3 1.9 1.9 0.0 1.9 0.0 1.2 0.0 1.2 1.4 Cars Enter Leg 390 0 0 390 469 505 0 974 0 78 0 78 1442 Heavy Enter Leg 9 0 0 9 7 2 0 9 0 5 0 5 23 Bus Enter Leg 1 0 0 1 9 10 0 19 0 1 0 1 21 Total Entering Leg 400 0 0 400 485 517 0 1002 0 84 0 84 1486 Cars Exiting Leg 547 0 895 1442 Heavy Exiting Leg 12 0 11 23 Buses Exiting Leg 10 0 Il 21 Total Exiting Leg 569 0 917 1486 Page 1 PDI File #: 175673B Location: S: Route 2 WB Offramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: wpx un u-,n -- -". Teal 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 Fax:508- 875 -0118 Email: datarequests @pdilic.com Bicycles (on Roadwav and Crosswalks) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 0 0 0 0 0 Hayden Avenue 0 0 Route 2 WB Offramp 0 0 0 Hayden Avenue 0 0 0 East South West Total n- I n I u- '. I cwse cwxe Tew wpx un u-,n -- -". Teal - - u.Ta.n - cw -se Tour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Grand Total 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Approach % 100.0 0.0 0.0 0.0 0.0 0 0.0 0.0 04 0.0 0.0 0 0 0.0 0.0 aD 0.0 0.0 0 0 Total% 300.0 010 0.0 0.0 0.0 100.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0.0 0.0 0 PHF 0.250 0.000 0 0.000 x250 0.000 0.000 0.000 0.000 0.000 3 3 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0.000 0.000 0.000 01000 0.150 7:00 AM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Total V- - U.TUin -- cw «e - .- - -- -- - - - nw U -Twn Cw-xe - ToW 7 :00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Volume 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 %Approach Total 10010 010 Mo 0.0 0.0 ao 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.250 0.000 0.000 0.000 0.000 x250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 01000 0.150 Entering Leg I 2 0 0 0 0 21 0 0 0 0 0 OI 0 0 0 0 0 OI 2 Exiting Leg 0 0 2 2 Total 21 al 21 4 Page 5 PD] File #: 175673 B Location: S. Route 2 WB Offramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: rhry I reh I U -TUm 1 -. LW -xe Tow PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 .0100 Fax:508- 875 -0118 Email:datarequests@pdillc.com Pedestrians 7:00 AM 7:15 AM 730AM 7:45 AM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WB Offramp 0 0 0 Hayden Avenue 0 0 0 East South West Total rhry I reh I U -TUm 1 -. LW -xe Tow e'. loll U-m - -WB CW-[6 - - - U -iprn - -'. Tow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 01 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Approach% 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 OA 0.0 0 0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 Exiting Leg Total 0.0 0 O.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 010 oA 0 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7:00 AM I 0 0 0 0 0 01 0 0 0 0 0 0 01 0 Hayden Avenue 0 0 Total 1 01 Route 2 WB Offramp 01 0 Hayden Avenue East South West Tnry I .n I u.nm I cw.se I cw.ne I sow usre I ue I ua.m I cw.we I cw_re row nsnr snry va.m -.xe I cw.se tow Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Approach Total 0.0 0.0 O.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 oA PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg Exiting Leg I 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 Total 1 01 01 01 0 Page 6 PDI File #: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: Right ThN Left U•Tum Total PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham,MA 01702 Office: 508-875 .0100 Fax:508 -875 -0118 Email: datarequests @pdilic.com Cars. Heaw Vehicles. and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 34 Spring Street 31 0 Hayden Avenue 20 18 Spring Street 0 123 Patriot Way 61 30 North East South West Total Right ThN Left U•Tum Total Right Thru Lek U -Tum Total Right Thru Lek U•Tum Total Right Thru Lek U -Turn Total 21 96 16 0 133 29 125 13 0 167 19 163 14 0 196 18 184 27 0 229 6 11 31 0 48 10 10 52 0 72 13 20 92 0 125 22 15 79 0 116 46 26 29 0 101 60 44 41 0 145 46 31 31 0 108 54 34 33 0 121 9 2 2 0 13 4 9 2 0 15 6 4 3 0 13 7 1 4 0 12 295 399 442 478 Total 87 568 70 0 725 51 56 254 0 361 206 135 134 0 475 26 16 11 0 53 1614 8:00 AM 34 150 31 0 215 20 18 85 0 123 70 61 30 0 161 4 4 5 0 13 512 8 :15 AM 34 150 24 0 208 14 26 93 0 133 98 37 37 0 172 2 6 1 0 9 522 8:30 AM 32 109 32 0 173 18 16 75 0 109 62 49 30 0 141 4 7 3 0 14 437 8:45 AM 18 129 26 0 173 16 16 83 0 115 71 52 31 2 156 1 5 2 0 8 452 Total 118 536 113 0 769 68 76 336 0 480 301 199 128 2 630 11 22 12 0 44 1923 Grand Total 205 1106 183 0 1494 119 132 590 0 841 507 334 262 2 1105 37 38 22 0 97 3537 Approach % 13.7 74.0 12.2 0.0 22 14.1 15.7 70.2 0.0 24 45.9 30.2 23.7 0.2 6 38.1 39.2 22.7 0.0 12 64 Total% 5.8 31.3 5.2 0.0 42.2 3.4 3.7 16.7 0.0 23.8 14.3 9.4 7.4 0.1 31.2 1.0 1.1 0.6 0.0 2.7 1.8 Exiting Leg Total 12.4 76.3 11.3 0.0 475 13.9 15.9 70.2 0.0 728 47.7 29.0 23.3 0.0 1735 40.4 31.9 27.7 010 599 3537 Cars 198 1085 175 0 1458 111 123 574 0 808 493 320 259 2 1074 35 30 14 0 79 3419 %Cars 96.6 98.1 95.6 0.0 97.6 93.3 93.2 97.3 0.0 96.1 971 95.8 98.9 100.0 97.2 94.6 78.9 63.6 0.0 81.4 96.7 Exiting Leg Total Right Thru Left U -Tun 445 Right Thru Left U -Turn 698 Right Thru Left U -Turn 1696 Right Thru Left U -Turn 580 3419 Heavy Vehicles 0 30 4 0 14 3 2 4 0 9 14 9 2 0 25 1 3 2 0 6 54 % Heavy Vehicles 0.0 0.9 2.2 0.0 0.9 2.5 1.5 0.7 0.0 1.1 2.8 2.7 0.8 0.0 2.3 2.7 7.9 9.1 0.0 6.2 1.5 Exiting Leg Total 34 150 31 0 14 20 18 85 0 21 70 61 30 0 15 4 4 5 0 4 54 Buses 7 11 4 0 22 5 7 12 0 24 0 5 1 0 6 1 5 6 0 12 64 % Buses 3.4 1.0 2.2 0.0 1.5 4.2 5.3 2.0 0.0 2.9 0.0 1.5 0.4 0.0 0.5 2.7 13.2 27.3 0.0 12.4 1.8 Exiting Leg Total 12.4 76.3 11.3 0.0 16 13.9 15.9 70.2 0.0 9 47.7 29.0 23.3 0.0 24 40.4 31.9 27.7 010 15 64 Peak Hour Analvsis from 07:00 AM to 09:00 AM heeins at: 7:30 AM 102 Spring Street 0 827 65 Hayden Avenue 0 483 263 Spring Street 0 550 17 Patriot Way 0 37 1897 Cam % 97.1 97.5 North 0.0 97.5 94.2 94.9 East 0.0 97.2 98.1 96.9 South 0.0 97.9 89.5 80.0 West 0.0 78.7 97.1 Heavy Vehicles Right Thru Left U -Tun Total Right Thru Left U -Turn total Right Thru Left U -Turn Total Right Thru Left U -Turn Total Total 7:30 AM 19 163 14 0 196 13 20 92 0 125 46 31 31 0 108 6 4 3 0 13 442 7:45 AM 18 184 27 0 229 22 35 79 0 116 54 34 33 0 121 7 1 4 0 12 478 8:00 AM 34 150 31 0 215 20 18 85 0 123 70 61 30 0 161 4 4 5 0 13 512 8:15 AM 34 150 24 0 208 14 26 93 0 133 98 37 37 0 172 2 6 1 0 9 522 Total Volume 105 647 96 0 848 69 79 349 0 497 268 163 131 0 562 19 15 13 0 47 1954 %Approach Total 12.4 76.3 11.3 0.0 11 13.9 15.9 70.2 0.0 10 47.7 29.0 23.3 0.0 3 40.4 31.9 27.7 010 5 29 PHF 0.772 0.879 0.774 0.000 0.926 0.784 0.760 0.938 0.000 0.934 0.684 0.668 0.885 0.000 0.817 0.679 0.625 0.650 0.000 0.904 0,936 Cars 102 631 94 0 827 65 75 343 0 483 263 158 129 0 550 17 12 8 0 37 1897 Cam % 97.1 97.5 97.9 0.0 97.5 94.2 94.9 98.3 0.0 97.2 98.1 96.9 98.5 0.0 97.9 89.5 80.0 61.5 0.0 78.7 97.1 Heavy Vehicles 0 8 2 0 10 2 1 1 0 4 5 2 2 0 9 1 2 2 0 5 28 Heavyvehicles % 0.0 1.2 2.1 0.0 1.2 2.9 1.3 0.3 0.0 0.8 1.9 1.2 1.5 0.0 1.6 5.3 13.3 15.4 0.0 10.6 1.4 Buses 3 8 0 0 11 2 3 5 0 10 0 3 0 0 3 1 1 3 0 5 29 Buses % 2.9 112 0.0 0.0 1.3 2.9 3.8 1.4 0.0 2.0 0.0 1.8 0.0 0.0 0.5 5.3 6.7 23.1 0.0 10.6 1.5 Cars Enter Leg 102 631 94 0 827 65 75 343 0 483 263 158 129 0 550 17 12 8 0 37 1897 Heavy Enter Leg 0 8 2 0 10 2 1 1 0 4 5 2 2 0 9 1 2 2 0 5 28 Bus Enter leg 3 8 0 0 11 2 3 5 0 10 0 3 0 0 3 1 1 3 0 5 29 Total Entering Leg 1 105 647 96 0 846 69 79 349 0 497 268 163 131 0 562 19 15 13 0 47 1954 Cars Exiting Leg 231 369 991 306 1897 Heavy Exiting Leg 6 9 10 3 28 Buses Exiting Leg 8 1 14 6 29 Total Exiting Leg 245 379 1015 315 1954 Page 1 PDI File #: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: South Ri PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508. 875.0100 Fax:50B- 875 -0118 Email: datarequests@pdilic.com Bicvcles (on Roadwav and Crosswalks) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 1 Spring Street 0 0 Hayden Avenue 0 0 Spring Street 0 0 0 0 0 Patriot Way 0 0 North East South West Total K01 I TMU I .a U•TU,n M'[8 --. Teal 11i{[4 thru hh U4um - --. - -#- M. [eh u,-17---EE--T-,- -hl Mu - IFTUin LWd1Y [WfB TerJ 2 2 0 0 0 0 4 1 2 0 0 0 0 3 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 1 0 0 0 11 0 2 2 0 0 0 4 0 0 0 0 0 0 0 0 1 0 D 0 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 D o 0 D 0 0 0 0 0 0 0 0 0 16 7 0 4 Total 1 3 7 0 0 0 0 10 0 0 0 0 0 0 01 0 13 3 0 0 0 161 1 0 0 0 0 0 11 27 8:00 AM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 2 2 0 0 0 0 4 0 0 0 0 0 0 0 0 1 0 0 0 0 1 3 0 0 0 0 0 3 8 8:30 AM 0 4 0 0 0 0 4 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 5 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 2 7 0 0 0 0 9 0 0 0 0 0 0 0 0 3 0 0 0 0 3 3 0 0 0 0 0 3 15 Grand Total 5 14 0 0 0 0 19 0 0 0 0 0 0 Approach% 263 73.7 0.0 010 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 Total% 11.9 33.3 0.0 0.0 0.0 0.0 45.2 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 16 Peak Hour Analvsis from 07:00 AM to 09:00 AM begins at: 0 16 3 0 0 0 19I 4 0 0 0 0 0 41 42 0.0 84.2 15.8 0.0 00 0.0 100. 0.0 0.0 0.0 0.0 0.0 0.0 38.1 7.1 0,0 0.0 0.0 45.2 9.5 0.0 0.0 0.0 0.0 0.0 9.5 42 7:00 AM Spring Street Hayden Avenue Spring Street Patriot Way North East South West Total W6 T. N,hl Thu - U-TUrn - ----T-T.:, PYM - .e U4u7 - LW n, ToYI 14hl I nvu I Leh I Ul--n [V/ -N9 [N'i! , iu,M Thu IM U -Turn (V1 x1 GW -1! toW 7:00 AM 2 2 0 0 0 0 4 0 0 0 0 0 0 0 0 10 1 0 0 0 11 1 0 0 0 0 0 1 16 7:15 AM 1 2 0 0 0 0 3 0 0 0 0 0 0 0 0 2 2 0 0 0 4 0 0 0 0 0 0 0 7 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 7:45 AM 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 4 Total Volume 3 7 0 0 0 0 10 0 0 0 0 0 0 0 0 13 3 0 0 0 16 1 0 0 0 0 0 1 27 %Approach Total 30.0 70.0 0.0 0. 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.0 81.3 18.8 0.0 0.0 0.0 100.0 0.0 0. 0.0 0.0 0.0 PHF 0.375 0.583 0.000 0.000 0.000 0.000 0.625 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0325 0.375 0.000 0.000 0.000 0.364 0250 0.000 0.000 0000 0.000 0.000 0.250 0.422 Entering Leg 1 3 7 0 0 0 0 101 0 0 0 0 0 0 01 0 13 3 0 0 0 161 1 0 0 0 0 0 11 27 Exking Leg 13 0 8 6 27 Total 1 231 ol 241 71 54 Page 5 PDI File t!: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: North PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax:508.875 -0118 Email: datarequesu @pdiliccom Pedestrians 7 :00 AM 7:15 AM 7:30 AM 7 :45 AM Spring Street Hayden Avenue Hayden Avenue Spring Street Spring Street Patriot Way Patriot Way North East South West Total ei{hl Mu -- u -Teen --- CW WB Toth - nau leh U -Tem CW 50 CW Ne Tmd ftht I T .e U.TUm -7 '--. roul 'q z reh U -lu,n Cw-NI -. Tnw 0 0 0 0 1 0 1 0 0 0 0 0 1 1 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 1 1 6 0 Total 0 0 0 0 4 1 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 8 8:00 AM 8 :15 AM 8:30 AM 8:45 AM Total 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 41 0 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 0 0 2 Grand Total 0 0 0 0 4 5 9 Approach % 0.0 0.0 0.0 0.0 44.4 55.6 Total % 0.0 0.0 0.0 0.0 26.6 35.7 64.3 Exiting Leg Total 9 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 4 0 2 0 6 0 0 0 0 0 0 OI 0 0 0 0 3 2 51 14 0 -0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 OA 60.0 40D Go 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.4 14.3 33.7 14 7:15 AM Spring Street Hayden Avenue Spring Street Patriot Way North East South West Pir14 The �h u -rem cw.n cw.we row whTM mn, VtM1 u -re,n nuns cwxa lw.i urm Thn, V:M1 u4wn cwwa cwte ra,� ebm m.e v:M1 u.re,n cw.xe cw.se rma Total 7:15 AM 0 0 0 o 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 6 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 :00 AM 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 4 Total Volume 0 0 0 0 3 3 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2 5 11 %Approach Total o.o o.o 0.0 0.0 so.o 5o.o 0.0 0.0 O.o o.o 0.0 0.0 OA o.o o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 60.o 40.0 PHF 0.000 0.000 0.000 0.000 0.250 0375 0.500 OA00 0.000 0.000 0.000 o.00o 0.000 0.000 0.000 0.600 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.coo o.000 o.2so 0.250 OA17 0.458 Entering Leg Exiting Leg Total 0 0 0 0 3 3 61 0 0 0 0 0 0 01 0 0 0 0 0 0 OO) 0 0 0 0 3 2 0 11 11 22 Page 6 PDI File #: 175673 D Location: N: Waltham Street S: Waltham Street Location: E: Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count'Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: Right I Thru I Left I U -Turn I Total 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875 -0100 Fw508. 875 -0118 Emallidatarequests@pdlllc.com Cars. Heaw Vehicles. and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 30 Waltham Street 0 0 Route 2 WB Offramp 57 4 Waltham Street 0 61 Hayden Avenue 69 59 North East South West TOtal Right I Thru I Left I U -Turn I Total Right I Thru I Leh I U -Turn Total Right I Thru Leh I U -Turn I Total Right I Thru I Left U -Turn I Total 20 189 0 0 209 18 183 0 0 201 26 186 0 0 212 24 227 0 0 251 45 5 0 0 50 57 3 0 0 60 66 13 0 0 79 36 9 0 0 45 0 78 32 0 110 0 102 38 0 140 0 110 55 0 165 0 106 70 0 176 63 0 7 0 70 87 0 5 0 92 130 0 8 0 138 149 0 4 0 153 439 493 594 625 Total 1 88 785 a 0 873 204 30 0 0 234 0 396 195 0 591 429 0 24 0 453 2151 8:00 AM 30 321 0 0 351 57 4 0 0 61 0 69 59 0 128 123 0 2 0 125 665 8:15 AM 34 258 0 0 292 58 14 0 0 72 0 95 47 0 142 115 0 2 0 117 623 8:30 AM 20 234 0 0 254 71 24 0 0 95 0 90 62 0 152 76 0 0 0 76 577 8:45 AM 45 304 0 0 349 82 26 0 0 108 0 94 45 0 139 90 0 5 2 97 693 Total 129 1117 0 0 1246 268 66 0 0 336 0 348 213 0 561 404 0 9 2 415 2558 Grand Total 217 1902 0 0 2119 472 98 0 0 570 0 744 408 0 1152 833 0 33 2 868 4709 Approach % 10.2 89.8 0.0 0.0 18 82.8 17.2 0.0 0.0 13 0.0 64.6 35.4 0.0 12 96.0 0.0 3.8 0.2 16 59 Total% 4.6 40.4 0.0 0.0 45.0 10.0 2.1 0.0 0.0 12.1 0.0 15.8 8.7 0.0 24.5 17.7 0.0 0.7 0.0 18.4 1.3 Exiting Leg Total 10.4 89.6 0.0 0.0 1249 79.8 20.2 0.0 0.0 0 0.0 62.0 38.0 0.0 2735 97.3 0.0 2.2 0.5 7251 4709 Cars 210 1847 0 0 2057 452 98 0 0 550 0 707 390 0 1097 803 0 30 2 835 4539 %Cars 96.8 97.1 0.0 0.0 97.1 95.8 100.0 0.0 0.0 96.5 0.0 95.0 95.6 0.0 95.2 96.4 0.0 90.9 100.0 96.2 96.4 Exiting Leg Total Thru I Leh U -Tum Total 1189 Thru I Leh UTum Total 0 Thru I Leh U -Tum Total 2650 Thru I Leh U -Tum Total 700 4539 Heavy Vehicles 5 39 0 0 44 7 0 0 0 7 0 26 17 0 43 15 0 2 0 17 111 % Heavy vehicles 2.3 2.1 0.0 0.0 2.1 1.5 0.0 0.0 0.0 1.2 0.0 3.5 4.2 0.0 3.7 1.8 0.0 6.1 0.0 2.0 2.4 Exiting Leg Total 20 234 0 0 35 71 24 0 0 0 0 90 62 0 54 76 0 0 0 221 111 Buses 2 16 0 0 18 13 0 0 0 13 0 11 1 0 12 15 0 1 0 16 59 % Buses 0.9 1 0.8 0.0 0.0 0.8 2.8 0.0 0.0 0.0 2.3 0.0 1.5 0.2 0.0 1.0 1.8 0.0 3.0 0.0 1.8 1.3 Exiting Leg Total 10.4 89.6 0.0 0.0 25 79.8 20.2 0.0 0.0 0 0.0 62.0 38.0 0.0 31 97.3 0.0 2.2 0.5 3 59 Peak Hour Analvsis from 07:00 AM to 09:00 AM beeins at: 8:00 AM 126 Waltham Street 0 1210 259 Route 2 WB Offramp 0 327 0 Waltham Street 0 543 390 Hayden Avenue 2 400 2480 Cars% 97.7 97.0 North 0.0 971 96.6 100.0 East 0.0 97.3 0.0 96.3 South 0.0 96.8 96.5 0.0 West 100.0 96.4 97.0 Right Thru I Leh U -Tum Total Right Thru I Leh UTum Total Right Thru I Leh U -Tum Total Right Thru I Leh U -Tum Total 9 Total 8:00 AM 30 321 0 0 351 57 4 0 0 61 0 69 59 0 128 123 0 2 0 125 665 8:15 AM 34 258 0 0 292 58 14 0 0 72 0 95 47 0 142 115 0 2 0 117 623 8:30 AM 20 234 0 0 254 71 24 0 0 95 0 90 62 0 152 76 0 0 0 76 577 8:45 AM 45 304 0 0 349 82 26 0 0 108 0 94 45 0 139 90 0 5 2 97 693 Total Volume 129 1117 0 0 1246 268 68 0 0 336 0 348 213 0 561 404 0 9 2 415 2558 % Approach Total 10.4 89.6 0.0 0.0 5 79.8 20.2 0.0 0.0 2 0.0 62.0 38.0 0.0 3 97.3 0.0 2.2 0.5 6 16 PHF 0.717 0.870 0.000 0.000 0.887 0.817 0.654 0.000 0.000 0.778 0.000 0.916 0.859 0.000 0.923 0.821 0.000 0.450 0.250 0,830 0.923 Cars 126 1084 0 0 1210 259 68 0 0 327 0 335 208 0 543 390 0 8 2 400 2480 Cars% 97.7 97.0 0.0 0.0 971 96.6 100.0 0.0 0.0 97.3 0.0 96.3 97.7 0.0 96.8 96.5 0.0 88.9 100.0 96.4 97.0 Heavy Vehicles 2 29 0 0 31 7 0 0 0 7 0 10 5 0 15 8 0 1 0 9 62 Heavy Vehicles % 1.6 2.6 0.0 0.0 2.5 2.6 0.0 0.0 0.0 2.1 0.0 2.9 2.3 0.0 2.7 2.0 0.0 11.1 0.0 2.2 2.4 Buses 1 4 0 0 5 2 0 0 0 2 0 3 0 0 3 6 0 0 0 6 16 Buses % 0.8 0.4 0.0 0.0 0.4 0.7 0.0 0.0 0.0 0.6 0.0 0.9 0.0 0.0 0.5 1.5 0.0 0.0 0.0 1.4 0.6 Cars Enter Leg 126 1084 0 0 1210 259 68 0 0 327 0 335 208 0 543 390 0 8 2 400 2480 Heavy Enter Leg 2 29 0 0 31 7 0 0 0 7 0 10 5 0 15 8 0 1 0 9 62 Bus Enter Leg 1 4 0 0 5 2 0 0 0 2 0 3 0 0 3 6 0 0 0 6 16 Total Entering Leg 129 1117 0 0 1246 268 68 0 0 336 0 348 213 0 561 404 0 9 2 415 2558 Cars Exiting Leg 602 0 1474 404 2480 Heavy Exiting Leg 18) 0 37 7 62 Buses Exiting Leg 5 01 10 1 16 Page 1 PDI File #: 175673 D Location: N: Waltham Street 5: Waltham Street Location: E: Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: N,fit T7ru Irh 7T.,. .7. cY/�1VY T-- 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875.0100 Fax :508- 875.0118 Email: datarequests @pdillc.com Bicycles (on Roadwav and Crosswalks) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 0 0 0 0 0 0 0 Waltham Street 0 Route 2 WB Offramp 0 0 Waltham Street 0 3 Hayden Avenue 0 0 North East South West Total N,fit T7ru Irh 7T.,. .7. cY/�1VY T-- NrM Thry UM1 U�TU,n E.10 cW�xB - -, - - U-TUm -. -- -.- TuW 0 0 0 0 0 0 0 0 0 5 0 0 0 0 5 0 0 0 0 0 0 0 1 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 2 0 0 0 0 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 2 3 Total 1 6 0 0 0 0 7 0 0 0 0 0 2 2 0 4 0 0 0 0 4 0 0 0 0 0 0 0 13 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 8:45 AM 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 4 0 0 0 0 4 0 0 0 0 0 0 0 5 Grand Total 2 6 0 0 0 0 8 0 0 0 0 0 2 2 0 8 0 0 0 0 8 0 0 0 0 0 0 0 18 Approach % 25.0 75.0 0.0 0.0 0.0 0.0 010 010 0.0 0.0 0.0 100.0 16 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o Total% 11.1 33.3 0.0 0.0 0.0 0.0 MA 0.0 0.0 0.0 0.0 0.0 11.1 11.1 0.0 47.4 0.0 0.0 0.0 0.0 44A 0.0 0.0 0.0 0.0 0.0 OA 0.0 Exiting Leg Total 8 2 6 2 18 Peak Hour Analysis from 07:00 AM to 09:00 AM beeins at: 7:15 AM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West Total 4ht lhv I�R u.TUm cN'{B cW.W4 Z 'w TMU tr11 Ulum M's8 cW x1 T.w N {nl Thry len U.wm c1L'tV6 C1 . Tow W,At Thry lNl uaum cW-x1 CW 1! Tnw 7 :15 AM 0 S 0 0 0 0 5 0 0 0 0 0 2 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 8 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 2 7:45 AM 1 1 0 0 0 0 2 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 3 Total volume 1 6 0 0 0 0 7 0 0 0 0 0 2 2 0 7 0 0 0 0 7 0 0 0 0 0 0 0 16 %Approach Total 143 85.7 o.o o.o o.o 0.0 o.o 0.0 o.o 0.0 o.o 100.0 o.o 100.0 0.0 0.0 o.o o.o o.o 0.0 0.0 0.0 o.o o.o PHF 17.250 0.300 0.000 0.000 0.000 0.000 0.350 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0583 0.000 0.000 0.000 0.000 0.563 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0500 Entering Leg 1 6 0 0 0 0 Exiting Leg Total 0 0 0 0 0 2 21 0 7 0 0 0 0 761 0 0 0 0 0 0 01 16 41 131 11 32 Page 5 PDI File N: 175673 D Location: N: Waltham Street S. Waltham Street Location: E: Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: West PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax:508.875 -0118 Emall:datarequests@pdlllc.com Pedestrians 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 0 Waltham Street 0 0 Route 2 WB Offramp 0 0 Waltham Street 0 0 0 0 0 Hayden Avenue 0 0 North East South West Total N {M Thu teh UTUrn CW {0 CW -WB tutd N{M ihu leh UTUm LWSB CN-N{ ToW N {trt thu lrh VTUrn tWW{ CY/i! Tot,l {i {M Thu left IFTUrn PY-M1] CNdp TeW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 1 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 Total 0 0 0 0 0 0 01 0 0 0 0 1 2 31 0 0 0 0 0 0 01 0 0 0 0 0 0 01 3 8:00 AM 8:15 AM 8:30 AM 8:45 AM Tota I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 South 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 1 1' 0 0 0 0 0 0 01 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 Approach % 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0 0 0 0 1 3 4I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 25A 75.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 OA 25.0 75.o 1010 0.0 0.0 0.0 00 _ 0.0_ 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 0 0 1 1 4 4 7:00 AM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West N{hl - - U- IW.T! I -., iuW - Thry hh Ulurn - - - 10, Thry I hh U•Turn CW -Wl -.. I TrW - I - I loll 1 U1 Um cWil{ CW -SX ToW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 %Approach Total 0.0 0.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 33.3 66.7 0.0 oz 0.0 OA 0.0 0.0 0.0 o.0 0.0 0.0 oo DA PHF 0.000 0.000 MODO 0.000 0.000 0.000 0.000 0.000 OADO 0.000 0.000 0250 0.500 0.750 0.000 0.000 0.000 0.000 0A00 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 0.000 0.000 0.750 Entering Leg Exiting Leg Total 0 0 0 0 0 0 01 0 0 0 0 1 2 31 0 0 0 0 0 0 01 0 0 0 0 0 0 0 �1 M r I; Page 6 7:00 AM 7:15 AM 7:30 AM 7:45 AM 1 Marrett Road (Route 2A) 122 0 PDI File #: 175673 E Marrett Road (Route 2A) 0 Location: S: Spring Street 25 West Location: E: Marrett Road (Route 2A) W: Marrett Road (Route 2A) Right Thru U -Turn I Total City, State: Lexington, MA 49 52 0 101 74 67 0 141 80 60 0 140 96 52 0 148 254 353 399 390 Client: MDM /M. Houle PRECISION Site Code: 887 D A T A Count Date: Wednesday, May 17, 2017 INDUSTRIES, LLC Start Time: - AM 46 Morton Street, Framingham,MA01702 170 Office:508- 8750100 Fax:508 -875 -0118 End Time: 9 :00 AM Email: datarequests @pdiliccom Class: 0 Cars. Heave Vehicles. and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 1 Marrett Road (Route 2A) 122 0 Spring Street 31 Marrett Road (Route 2A) 0 70 East South West Total Thru Left U -Turn Total Right Left U -Tum I Total Right Thru U -Turn I Total 51 69 0 120 75 91 0 166 89 98 0 187 72 105 0 177 20 13 0 33 25 21 0 46 44 28 0 72 31 34 0 65 49 52 0 101 74 67 0 141 80 60 0 140 96 52 0 148 254 353 399 390 Total 1 287 363 0 6501 120 96 0 216 299 231 0 530 1396 8:00 AM 79 122 0 201 31 39 0 70 89 50 0 139 410 8 :15 AM 115 115 0 230 41 23 0 64 73 66 0 139 433 8:30 AM 81 89 0 170 30 33 0 63 81 82 0 163 396 8:45 AM 108 87 0 195 26 31 0 57 77 71 0 148 400 Total 383 413 0 796 128 126 0 254 320 269 0 589 1639 Grand Total 670 776 0 1446 248 222 0 470 619 500 0 1119 3035 Approach % 46.3 53.7 0.0 11 52.8 47.2 0.0 5 553 443 0.0 19 35 Total % 22.1 25.6 0.0 47.6 8.2 7.3 0.0 15.5 20.4 16.5 0.0 36.9 1.2 Exiting Leg Total 48.1 51.9 0.0 748 50.4 49.6 0.0 1395 54.3 45.7 0.0 892 3035 Can 646 765 0 1411 241 217 0 458 606 456 0 1062 2931 %Cars 96.4 98.6 0.0 97.6 97.2 97.7 0.0 97.4 97.9 91.2 010 94.9 96.6 Exiting Leg Total Th. I Left I U -Turn I 697 Right I Left I U -Turn 1371 Right Thru I U -Turn I 863 2931 Heavy Vehicles 18 6 0 24 4 3 0 7 4 34 0 38 69 % Heavy vehicles 2.7 0.8 0.0 1.7 1.6 1.4 0.0 1.5 0.6 6.8 0.0 3.4 2.3 Exiting Leg Total 81 89 0 38 30 33 0 10 81 82 0 21 69 Buses 6 5 0 11 3 2 0 5 9 10 0 19 35 %Buses 0.9 0.6 0.0 0.8 1.2 0.9 0.0 1.1 1.5 2.0 0.0 1.7 1.2 Exiting Leg Total 48.1 51.9 0.0 13 50.4 49.6 0.0 14 54.3 45.7 0.0 8 35 Peak Hour Analvsis from 07:00 AM to 09:00 AM heeins at: 8:00 AM 373 Marrett Road (Route 2A) 782 125 Spring Street 0 248 Marrett Road (Route 2A) 568 1598 Cars % 97.4 East 0.0 98.2 97.7 South 0.0 97.6 99.4 West 0.0 96.4 97.5 Heavy Vehicles Th. I Left I U -Turn I Total Right I Left I U -Turn Total Right Thru I U -Turn I Total Total 8:00 AM 79 122 0 201 31 39 0 70 89 50 0 139 410 8:15 AM 115 115 0 230 41 23 0 64 73 66 0 139 433 8:30 AM 81 89 0 170 30 33 0 63 81 82 0 163 396 8:45 AM 108 87 0 195 26 31 0 57 77 71 0 148 400 Total Volume 383 413 0 796 128 126 0 254 320 269 0 589 1639 %Approach Total 48.1 51.9 0.0 3 50.4 49.6 0.0 3 54.3 45.7 0.0 8 14 PHF 0.833 0.846 0.000 0.865 0.780 0.808 0.000 0.907 0.899 0.820 0.000 0.903 0.946 Cars 373 409 0 782 125 123 0 248 318 250 0 568 1598 Cars % 97.4 99.0 0.0 98.2 97.7 97.6 0.0 97.6 99.4 92.9 0.0 96.4 97.5 Heavy Vehicles 8 3 0 11 1 2 0 3 0 13 0 13 27 Heavy Vehicles % 2.1 0.7 0.0 1.4 0.8 1.6 0.0 1.2 0.0 4.8 0.0 2.2 1.6 Buses 2 1 0 3 2 1 0 3 2 .6 0 8 14 Buses % 0.5 0.2 0.0 0.4 1.6 0.8 0.0 1.2 0.6 2.2 0.0 1.4 0.9 Can Enter Leg 373 409 0 782 125 123 0 248 318 250 0 568 1598 Heavy Enter Leg 8 3 0 11 1 2 0 3 0 13 0 13 27 Bus Enter Leg 2 1 0 3 2 1 0 3 2 6 0 8 14 Total Entering Leg 1 383 413 0 796 128 126 0 254 320 269 0 589 1639 Cars Exiting Leg 375 727 496 1598 Heavy Exiting Leg 14 3 10 27 Buses Exiting Leg 8 3 3 14 Total Exiting Leg 397 733 509 1639 Page 1 PDI File #: 175673 E Location: S: Spring Street Location: E: Marrett Road (Route ZA) W: Marrett Road (Route 2A) City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 25, PRECISION D A T A INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street, Framingham, MA 01702 Office: 508 -875 0100 Fax:508. 875.0118 End Time: 9:00 AM Email: datarequests @pdillc.com Class: Bicvcles (on Roadwav and Crosswalks) 7 :00 AM 7:15 AM 7:30 AM 7:45 AM 1 2 0 0 0 Marrett Road (Route 2A) 0 0 0 Spring Street 0 0 0 Marrett Road (Route 2A) 0 0 East South West Total lnry lsh u-Turn CW36 CW MB ToW Al,ln leh U•TUin 61V NT CW to Taal 'v. TMU uTUm N/ 9e [W eB ioUl 0 1 0 0 0 1 0 2 0 0 0 2 2 1 0 1 1 5 2 2 0 0 0 4 0 1 0 0 0 1 3 0 0 0 0 3 0 0 0 0 0 0 1 0 0 0 0 1 0 3 0 0 0 3 0 5 0 0 0 5 0 2 0 0 0 2 0 3 0 0 0 3 5 10 7 8 Total 4 6 0 1 1 12 4 1 0 0 0 5 0 13 0 0 0 13 30 8:00 AM 1 2 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 1 4 8:15 AM 2 5 0 0 0 7 0 1 0 0 0 1 0 0 0 0 0 0 8 8:30 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 4 8 0 0 0 12 0 1 0 0 0 1 0 1 0 0 0 1 14 Grand Total 8 14 0 1 1 24 4 2 0 0 0 6 0 14 0 0 0 14 44 Approach % 33.3 58.3 0.0 4.2 4.2 Total Volume 66.7 333 0.0 0.0 0.0 0 0 0.0 100.0 0.0 0.0 0.0 13 30 Total% 18.2 31.9 0.0 2.3 23 54.5 9.1 4.5 0.0 OA 0.0 13.6 0.0 31.6 0.0 0.0 0.0 31.8 0,500 Exiting Leg Total Moo 20 0.250 0.000 0.000 0.000 0.417 0.000 14 0.650 0.750 10 44 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Marrett Road (Route 2A) Spring Street Marrett Road (Route 2A) East South West TMU feh U•TVIn -11 1 --.. I Tow N.11 trh 1 Uimn 1 09- 1 cw[e Tow RI[14 1NU alum cw.ne - -se -, Total 7:00 AM 0 1 0 0 0 1 0 1 0 0 0 1 0 3 0 0 0 3 5 7:15 AM 0 2 0 0 0 2 3 0 0 0 0 3 0 5 0 0 0 5 10 7:30 AM 2 1 0 1 1 5 0 0 0 0 0 0 0 2 0 0 0 2 7 7:45 AM 2 2 0 0 0 4 1 0 0 0 0 1 0 3 0 0 0 3 8 Total Volume 4 6 0 1 1 12 4 1 0 0 0 5 0 13 0 0 0 13 30 %Approach Total 133.3 50.0 0.0 8.3 8.3 90.0 20.0 0.0 0.0 OA 0.0 100.0 0.0 0.o 0.0 PHF 0,500 0.750 0.000 0.750 0.250 Moo 0.333 0.250 0.000 0.000 0.000 0.417 0.000 0.650 0.000 0.000 0.000 0.650 0.750 Entering Leg 1 4 6 0 1 1 121 4 1 0 0 0 51 0 13 0 0 0 13) 30 ExRing leg 19 6 5 30 Total 311 ill 181 60 Page 5 PDI File #: 175673 E Location: S: Spring Street Location: E: Marrett Road (Route 2A) W: Marrett Road (Route 2A) City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: N {h r- . -I. CWAIB -18 Toul 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street,Framingham,MA 01702 Office: 508-875-0100 Fax:508- 875 -0118 Email: datarequests @pdillc.com Pedestrians 7:00 AM 7:15 AM 7:30 AM 7:45 AM 1 0 Marrett Road (Route 2A) 0 2 2 Spring Street 0 0 0 Marrett Road (Route 2A) 0 0 East South West Total Thry leh U -Turn -' CWxB 'Z N{h leh U-Tum CW -WB tW {8 TeW N {h r- . -I. CWAIB -18 Toul 0 0 0 0 2 2 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1 3 4 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 3 2 5 2 Total 0 0 0 0 5 5 0 0 0 2 3 5 0 0 0 2 0 2 12 8:00 AM 0 0 0 2 2 4 0 0 0 0 0 0 0 0 0 0 0 0 4 8:15 AM 0 0 0 0 4 4 0 0 0 0 2 2 TeW 0 0 0 0 0 0 6 8:30 AM 0 0 0 1 0 1 0 0 0 0 2 2 4 0 0 0 0 1 1 4 8:45 AM 0 0 0 1 2 3 0 0 0 1 0 1 1 0 0 0 0 1 1 5 Total 0 0 0 4 8 12 0 0 0 1 4 5 0 1 0 0 0 0 2 2 19 Grand Total 0 0 0 4 13 17 0 0 0 3 7 10 0 0 0 2 2 4 31 Approach % 0.0 0.0 0.0 23.5 763 0.0 0.0 0.0 30.0 70.0 0.0 0.0 0.0 50.0 5010 Total% ao 0.0 0.0 12.9 41.9 54.8 0.0 0.0 0.0 9.7 22.6 32.3 010 0.0 0.0 65 6.5 12.9 Exiting Leg Total 17 10 4 31 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:00 AM Marrett Road (Route 2A) Spring Street Marrett Road (Route 2A) East South West Thu I htl I u -TUm I (W.{{ LW xB TaW N& I Yh 1 u-Tu,n 1 - -WB I -n I TeW - I Twu I U-,n 1 -.8 1 -41 1 Told Total 8:00 AM 0 0 0 2 2 4 0 0 0 0 0 0 0 0 0 0 0 0 4 8:15 AM 0 0 0 0 4 4 0 0 0 0 2 2 0 0 0 0 0 0 6 8:30 AM 0 0 0 1 0 1 0 0 0 0 2 2 0 0 0 0 1 1 4 8:45 AM 0 0 0 1 2 3 0 0 0 1 0 1 0 0 0 0 1 1 5 Total Volume 0 0 0 4 8 12 0 0 0 1 4 5 0 0 0 0 2 2 19 %Approach Total o.0 Do o.0 33.3 66.7 0.0 o.o o.0 20.0 Bob o.o 0.0 0.0 oo 100.0 PHF M000 0.000 o.000 msoo o.5oo 0.750 0000 o.000 o.000 0.250 o.s00 o.625 0.000 o.000 0.000 ooDo 01500 0500 0.792 Entering Leg I 0 0 0 4 8 Exiting Leg Total 0 0 0 1 4 51 0 0 0 0 2 5 10 19 19 38 Page 6 PDI File #: 175673 F Location: N: Spring Street S: Spring Street Location: E: Concord Avenue W: Driveway City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: Right Thru I Lek U -Tum Total ?S PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham,MA 01702 Office: 508-875-0100 Fax:508. 875.0118 Emall:datarequests @pdillr corn Cars, Heaw Vehicles, and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 Spring Street 50 0 Concord Avenue ' 86 0 Spring Street 0 130 Driveway 75 0 North East South West Total Right Thru I Lek U -Tum Total Right Thru I Left U -Turn Total Right Thru 1. Lek U•Turn Totai Right Thru I Leh U -Turn Totai 0 111 25 0 136 0 160 29 0 189 0 207 52 0 259 0 193 81 0 274 56 0 24 0 80 85 0 27 0 112 6Z 0 33 0 95 74 Q 47 0 121 20 47 0 0 67 34 58 0 0 92 22 50 0 0 72 35 50 0 0 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 283 393 426 480 Total 0 671 187 0 858 277 0 131 0 408 iii 205 0 0 316 0 0 0 0 0 1582 8 :00 AM 0 194 50 0 244 ' 86 0 44 0 130 39 75 0 0 114 0 0 0 0 0 488 8:15 AM 0 183 36 0 219 99 0 41 0 140 36 74 0 0 110 1 0 0 0 1 470 8:30 AM 0 177 36 0 213 92 0 36 0 128 25 53 0 0 78 0 0 0 0 0 419 8:45 AM 0 151 50 0 201 95 0 26 0 121 33 65 0 0 98 0 0 0 0 0 420 Total 0 705 172 0 877 372 0 147 0 519 133 267 0 0 400 1 0 0 0 1 1797 Grand Total 0 1376 359 0 1735 649 0 278 0 927 244 472 0 0 716 1 0 0 0 1 3379 Approach % 0.0 79.3 20.7 0.0 22 70.0 0.0 30.0 0.0 6 34.1 65.9 0.0 0.0 9 100.0 0.0 010 0.0 0 37 Total % 0.0 40.7 10.6 0.0 51.3 29.2 0.0 8.2 0.0 27.4 7.2 14.0 0.0 0.0 21.2 0.0 0.0 0.0 0.0 0.0 1.1 Exiting Leg Total 0.0 78.0 22.0 0.0 1121 66.0 0.0 34.0 0.0 603 34.6 65.4 0.0 0.0 1655 100.0 0.0 0.0 0.0 01 3379 Cars 0 1351 347 0 1698 632 0 273 0 905 231 457 0 0 688 1 0 0 0 1 3292 %Cars 0.0 98.2 96.7 0.0 97.9 97.4 0.0 98.2 0.0 97.6 94.7 96.8 0.0 0.0 96.1 100.0 0.0 0.0 0.0 100.0 97.4 Exiting Leg Total Thru I Left I U -Tum I Total 1089 Thru Left I U -Tum I Total 578 Thru I Left U -Tum Total 1625 Thru I Left I U -Tum I Total 0 3292 Heavy Vehicles 0 12 3 0 15 14 0 2 0 16 7 12 0 0 19 0 0 0 0 0 50 % Heavy vehicles 0.0 0.9 0.8 0.0 0.9 2.2 0.0 0.7 0.0 1.7 19 2.5 0.0 010 2.7 0.0 0.0 0.0 0.0 0.0 1.5 Exiting Leg Total 0 194 50 0 26 86 0 44 0 10 39 75 0 0 14 0 0 0 0 0 50 Buses 0 13 9 0 22 3 0 3 0 6 6 3 0 0 9 0 0 0 0 0 37 % Buses 0.0 0.9 2.5 0.0 1.3 0.5 0.0 1.1 0.0 0.6 2.5 0.6 0.0 0.0 13 0.0 0.0 0.0 0.0 0.0 1.1 Exiting Leg Total 0.0 78.0 22.0 0.0 6 66.0 0.0 34.0 0.0 15 34.6 65.4 0.0 0.0 16 100.0 0.0 0.0 0.0 0 37 Peak Hour Analvsis from 07:00 AM to 09:00 AM begins at, 7:30 AM 0 Spring Street 0 973 313 Concord Avenue 0 474 124 Spring Street 0 368 1 Driveway 0 0 1 1816 Cars% 0.0 98.2 North 0.0 97.7 97.5 0.0 East 0.0 97.5 93.9 98.0 South 0.0 96.6 100.0 0.0 West 0.0 100.0 97.4 Right Thru I Left I U -Tum I Total Right Thru Left I U -Tum I Total Right I Thru I Left U -Tum Total Right I Thru I Left I U -Tum I Total 0 Total 7:30 AM 0 207 52 0 259 62 0 33 0 95 22 50 0 0 72 0 0 0 0 0 426 7:45 AM 0 193 81 0 274 74 0 47 0 121 35 50 0 0 85 0 0 0 0 0 480 8:00 AM 0 194 50 0 244 86 0 44 0 130 39 75 0 0 114 0 0 0 0 0 488 8:15 AM 0 183 36 0 219 99 0 41 0 140 36 74 0 0 110 1 0 0 0 1 470 Total Volume 0 777 219 0 996 321 0 165 0 486 132 249 0 0 381 1 0 0 0 1 1864 %Approach Total 0.0 78.0 22.0 0.0 12 66.0 0.0 34.0 0.0 5 34.6 65.4 0.0 0.0 7 100.0 0.0 0.0 0.0 0 24 PHF 0.000 0.938 0.676 0.000 0.909 0.811 0.000 0.878 0.000 0.868 0.846 0.830 0.000 0.000 0.836 0.250 O.ODO 0.000 0.000 0.250 0.955 Cars 0 763 210 0 973 313 0 161 0 474 124 244 0 0 368 1 0 0 0 1 1816 Cars% 0.0 98.2 95.9 0.0 97.7 97.5 0.0 97.6 0.0 97.5 93.9 98.0 0.0 0.0 96.6 100.0 0.0 0.0 0.0 100.0 97.4 Heavy Vehicles 0 8 3 0 11 6 0 1 0 7 3 3 0 0 6 0 0 0 0 0 24 Heavy vehicles % 010 1.0 1.4 0.0 11 1.9 0.0 0.6 0.0 1.4 2.3 1.2 0.0 0.0 1.6 0.0 0.0 010 0.0 0.0 1.3 Buses 0 6 6 0 12 2 0 3 0 5 5 2 0 0 7 0 0 0 0 0 24 Buses% 0.0 0.8 2.7 0.0 1.2 0.6 0.0 1.8 0.0 1.0 3.8 018 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 1.3 Cars Enter leg 0 763 210 0 973 313 0 161 0 474 124 244 0 0 368 1 0 0 0 1 1816 Heavy Enter Leg 0 8 3 0 11 6 0 1 0 7 3 3 0 0 6 0 0 0 0 0 24 Bus Enter Leg 0 6 6 0 12 2 0 3 0 5 5 2 0 0 7 0 0 0 0 0 24 Total Entering Leg 0 777 219 0 996 321 0 165 0 486 132 249 0 0 381 1 0 0 0 1 1864 Can Exiting Leg 557 334 925 0 1816 Heavy Exiting Leg 9 6 9 0 24 Buses Exiting Leg 4 11 9 0 24 Total Exiting Leg 570 351 943 01 1864 Page 1 PDI File #: 175673 F Location: N: Spring Street S: Spring Street Location: E: Concord Avenue W: Driveway City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: South 215 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875 -0100 Fax:508- 875 -0118 Email: datarequests @pdillc.com Bicycles ton Roadwav and Crosswalks) 7:00 AM 7 :15 AM 7:30 AM 7:45 AM 0 3 Spring Street 0 0 Concord Avenue 1 0 0 Spring Street 0 0 1 0 Driveway 0 0 North East South West Total lJBlil lhu leh U -TUm --r8 .... Tcul RyM Thu I hh I -hr Nrhl I Thm vh -tun 1 tW.WB 1 CW -1. 1 Told -hl Thru lsh I U -TUm (WNB t1V -30 1-1 0 2 0 0 0 0 2 0 0 1 0 0 0 1 0 3 1 0 0 0 4 0 2 0 0 0 0 2 11 0 1 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 4 4 a Total 0 7 2 0 0 0 9 11 0 2 0 0 0 13 0 4 0 0 0 0 4 0 0 0 0 0 0 0 26 8:00 AM 0 3 0 0 0 0 3 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 8:15 AM 0 5 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 8:30 AM 0 3 1 0 0 0 4 1 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 8:45 AM 0 0 0 0 D 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 11 1 0 0 0 12 3 0 1 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 Grand Total 0 18 3 0 0 0 21 Approach % 0.0 85.7 14.3 0.0 0.0 OA Total% 0.0 4L9 7.1 0.0 0.0 0.0 50.0 Exiting Leg Total i8 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at 14 0 3 0 0 0 17) 0 4 0 0 0 0 4I 0 0 0 0 0 0 01 42 824 0.0 17.6 0.0 0.0 0A 0.0 100.0 0", OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 7,1 0.0 0.0 0.0 40.5 0.0 9.5 0.0 0.0 0.0 0.0 9.5 0.0 OA OA OA 0.0 0.0 OA 42 7:00 AM Spring Street Concord Avenue Spring Street Driveway North East South West Total BiBhl I Thy I Ich I -Turn -. --. t.. Urb Thu hh U -Twn CV , Z. T. NBIr! ilvu lch B -Twn GW WB CW -[B . '. Thru left -Tu 7:00 AM 0 2 0 0 0 0 2 11 0 1 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 7:15 AM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 4 7:30 AM 0 3 1 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 7:45 AM 0 2 0 0 0 0 2 0 0 1 0 0 0 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 4 Total Volume 0 7 2 0 0 0 9 11 0 2 0 0 0 13 0 4 0 0 0 0 4 0 0 0 0 0 0 0 26 %Approach Total 0.0 77.8 22.2 o.0 o.o OA 64.6 0.0 15.4 0.0 0.0 o.o ox 100.0 OA o.o OA o.0 oo o.o 0.0 0.0 o.o 0.0 PHF 0.000 0.583 0.500 0.000 0.000 0.000 0563 0.250 OA00 0500 0.000 0.000 0.000 0.271 0.000 0.333 0.000 0.000 0.000 0,000 0.333 0400 0Mo Moon 0 -oo0 ooco Crow 0000 0.464 Entering Leg 1 0 7 2 0 0 0 91 11 0 2 0 0 0 131 0 4 0 0 0 0 41 0 0 0 0 0 0 O0 I 26 Exiti 15 2 9 ng leg 26 Total 1 24 151 131 01 52 Page 5 PDI File #: 175673 F Location: N: Spring Street 5: Spring Street Location: E: Concord Avenue W: Driveway City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM rlacc• West PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 ORice:508- 875.0100 Fax:508.675 -0118 Email: datarequem @pdillc.com Pedestrians 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 0 Spring Street 0 0 Concord Avenue 0 0 Spring Street 0 0 0 0 Driveway 0 0 North East South West Total a,M Thu ren U•Tatn CW-FB CW -We Tew apnt - -: U-Tam I - -I. I ox-ne I raw a& I - I -e U•Twn --. -. I rota) a,m 1NU leR LLTatn -- -4e Tow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total I 0 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 0 0 0 Approach % 0.0 0.0 D.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 010 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 Exiting Leg Total I 01 Peak Hour Analvsis from 07:00 AM to 09:00 AM beeins at: 0 0 0 0 1 1 2 2 010 0.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 50.0 $0.0 1010 2 7:00 AM Spring Street Concord Avenue Spring Street Driveway North East South West a,m I u17n ew4a ev: -we mw - - -, u- oxse ewxe rmn arm rma .1 u -ram cw -we ewte row -1, rma tat uav,a ov.ne av "sa row Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2 %Approach Total oo 0.0 o.0 0.0 oo 0.0 0,o o.0 ao o.o o.o o.o o.0 oo 0.0 o,0 o.o 0.0 0.o 0.0 (t0 o.o 50.o 50.0 PHF 0.000 0.000 0.000 0.000 aDDD 0,000 MOW MOCK) 0.000 o.o0o 0.000 0.000 0.000 o.000 oAoo o.oDD o.oco o.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 01750 0.250 0.250 0,250 Entering Leg ( 0 0 0 0 0 0 OI 0 0 0 0 0 0 OI 0 0 D 0 0 0 OI 0 0 0 0 1 1 2) 2 Exiting Leg 0 0 0 2 2 Total of 01 01 41 4 Page 6 PDI File #: 175673 G Location: N: Route 2 EB Ramps Location: E: Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: 1 19 0 20 2 26 0 28 0 36 0 36 0 38 0 .38 Ri PRECISION D A T A INDUSTRIES.LLC 46 Morton Street, Framingham, MA 01702 Office; 508-875 -0100 Fax:508- 875 -0118 Email: datarequesu @pdillc.com Cars, Heavy Vehicles, and Buses (Combined) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 75 Route 2 EB Ramps 0 76 Concord Avenue 56 0 Concord Avenue 56 31 North East West Total Right Left u -Turn Total Right Thru I U -Turn Total Thru I Leh I U -Turn Total 67 1 0 68 83 0 0 83 59 4 0 63 82 4 0 86 1 19 0 20 2 26 0 28 0 36 0 36 0 38 0 .38 16 31 0 47 26 35 0 61 46 27 0 73 76 45 0 121 135 172 172 245 Total 291 9 0 300 3 119 0 122 164 138 0 302 724 8:00 AM 75 1 0 76 4 56 0 60 56 31 0 87 223 8:15 AM 88 2 0 90 3 48 0 51 40 31 0 71 212 8:30 AM 87 2 0 89 0 46 0 46 27 32 0 59 194 8:45 AM 94 0 0 94 2 21 0 23 42 37 0 79 196 Total 344 5 0 349 9 171 0 180 165 131 0 296 825 Grand Total 635 14 0 649 12 290 0 302 329 269 0 598 1549 Approach % 97.8 2.2 0.0 0 4.0 96.0 0.0 7 55.0 45.0 0.0 18 25 Total % 41.0 0.9 0.0 41.9 0.8 18.7 0.0 19.5 21.2 17.4 0.0 38.6 1.6 Exiting Leg Total 0.000 0.813 0.655 281 0.000 0.698 0.892 343 7 2 0 925 1549 Cars 626 14 0 640 11 283 0 294 313 261 0 574 1508 %Cars 98.6 100.0 0.0 98.6 91.7 97.6 0.0 97.4 95.1 97.0 0.0 96.0 97.4 Exiting Leg Total 7:45 AM 82 4 0 272 0 38 0 327 76 45 0 909 1508 Heavy vehicles 9 0 0 9 0 1 0 1 4 2 0 6 16 % Heavy vehicles 1.4 0.0 010 1.4 0.0 0.3 0.0 0.3 1.2 0.7 0.0 1.0 1.0 Exiting Leg Total 89 0 46 2 46 27 32 4 59 194 TotaiVolume 10 16 Buses 0 0 0 0 1 6 0 7 12 6 0 18 25 %Buses 0.0 0.0 0.0 0.0 8.3 2.1 0.0 2.3 3.6 2.2 0.0 3.0 1.6 Exiting Leg Total 0.000 0.813 0.655 7 0.000 0.698 0.892 12 7 2 0 6 25 Ppak Hour Analvsic from 07:On AM to n4nO AM hppins at 7:45 AM 327 Route 2 EB Ramps 0 336 Concord Avenue 183 0 Concord Avenue 192 136 0 328 North Cars% 98.5 East 0.0 98.5 85.7 West 0.0 96.9 96.5 97.8 Total Right Left I U -Turn Total Right Thru U -Tum Total Thru I Leh I U -Turn Total 7:45 AM 82 4 0 86 0 38 0 38 76 45 0 121 245 8:00 AM 75 1 0 76 4 56 0 60 56 31 0 87 223 8:15 AM 88 2 0 90 3 48 0 51 40 31 0 71 212 8:30 AM 87 2 0 89 0 46 0 46 27 32 0 59 194 TotaiVolume 332 9 0 341 7 188 0 195 199 139 0 338 874 %Approach Total 97.4 2.6 0.0 853 3.6 96.4 0.0 0 58.9 41.1 0.0 0 0 PHF 0.943 0.563 0.000 0.947 0.438 0.839 0.000 0.813 0.655 0.772 0.000 0.698 0.892 Cars 327 9 0 336 6 183 0 189 192 136 0 328 853 Cars% 98.5 100.0 0.0 98.5 85.7 97.3 0.0 96.9 96.5 97.8 0.0 97.0 97.6 Heavy Vehicles 5 0 0 5 0 0 0 0 0 1 0 1 6 Heavy Vehicles % 1.5 0.0 010 1.5 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.3 0.7 Buses 0 0 0 0 1 5 0 6 7 2 0 9 15 Buses % 0.0 0.0 0.0 0.0 14.3 2.7 0.0 3.1 3.5 1.4 0.0 2.7 1.7 Cars Enter Leg 327 9 0 336 6 183 0 189 192 136 0 328 853 Heavy Enter leg 5 0 0 5 0 0 0 0 0 1 0 1 6 Bus Enter leg 0 0 0 0 1 5 0 6 7 2 0 9 15 Total Entenngleg 332 9 0 341 7 188 0 195 199 139 0 338 874 Cars Exiting Leg 142 201 510 853 Heavy Exiting Leg 1 D 5 6 Buses Exiting Leg 3 7 5 15 Total Exiling Leg 146 208 520 874 Page 1 PDI File #; 175673 G Location: N: Route 2 EB Ramps Location: E: Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: Total 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax:508- 875 -0118 Email;datarequestsftclilir com Bicycles (on Roadway and Crosswalks) 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 0 0 0 0 Route 2 EB Ramps 0 0 0 0 Concord Avenue 0 2 0 0 Concord Avenue 0 2 2 North East West Total N,M Un .. .7 fw.Wa Tout Nght lhu U-turn - -... Told - Leh -.- -... I M-10 Twl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 0 13 0 1 0 0 0 1 0 0 0 0 0 0 0 1 a o 0 1 0 0 0 0 0 0 1 0 0 0 0 1 1 0 0 0 0 1 0 0 0 0 0 0 13 2 1 1 Total 0 0 0 0 0 0 0 15 0 0 0 15 2 0 0 0 0 2 17 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 8:45 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 0 1 0 0 0 1 4 0 0 0 0 4 5 Grand Total 0 0 0 0 0 0 0 16 0 0 0 16 6 0 0 0 0 6 22 Approach % 0.0 0.0 OA OA 010 0 0.0 10010 010 0.0 010 0 100.0 40 0.0 0.0 0.0 15 2 Total % 0.0 0.0 0.0 0.0 010 0.0 0.0 72.7 0.0 0.0 0.0 72.7 2713 0.0 0.0 010 0.0 27.3 100.0 Exiting leg Total 0.0 0.0 0 PHF 0.000 0.000 0.000 0.000 6 0.000 0.000 0.288 0.000 0.000 0.000 16 22 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0.000 0.000 0.000 0.500 0.327 7.00 AM 0 Route 2 EB Ramps 0 151 2 Concord Avenue 0 0 0 21 Concord Avenue 2 North East 15 17 West 171 Total NWt ten uTUm cw.16 cwwe toa Nit +t.., u.TOm cwsu cwate Tew +t.>, sen unrn swan cwse Tew 7:00 AM 0 0 0 0 0 0 0 13 0 0 0 13 0 0 0 0 0 0 13 7 :15 AM 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 2 7:30AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 15 0 0 0 15 2 0 0 0 0 2 17 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.288 0.000 0.000 0.000 0.268 0.500 0.000 0.000 0.000 0.000 0.500 0.327 Entering Leg 1 0 0 0 0 0 Exiting leg Total 0 15 0 0 0 151 2 0 0 0 0 21 17 2 15 17 171 271 34 Page 5 PDI File #: 175673 G Location: N: Route 2 EB Ramps Location: E: Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 7:00 AM End Time: 9:00 AM Class: N,N teh -- [W -ra CWHIa ToW PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:50&875,0100 Fax:508.875 -0118 Email: datarequests@pdillc.com Pedestrians 7:00 AM 7 :15 AM 7:30 AM 7:45 AM 0 0 0 0 0 Route 2 EB Ramps 0 0 0 0 Concord Avenue 0 0 0 Concord Avenue 0 0 0 North East West Total N,N teh -- [W -ra CWHIa ToW WIN - .-- -'. -- Teal - kn LLTwn -.- - a ToW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Approach % 0.0 0.0 0.0 0.0 0.0 0 0 0.0 010 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 Total Volume 0 Total% o.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0 0.0 0.0 0.0 010 0.0 0.0 0 0.0 PHF 0.000 0 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 0.0D0 OoDO 0A00 0.000 0.000 0.000 0A00 0.000 0.000 0.000 0.000 0.000 0.000 7:00 AM Route 2 EB Ramps Concord Avenue Concord Avenue North East West Ryhl len LLTwn m.0 CW -Wa ToW Nrnt 1M1U U -TU,n CNSY CWN! TCW 1M1V �n UTwn CWlIr LWda ToW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 :45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.0D0 OoDO 0A00 0.000 0.000 0.000 0A00 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg I 0 0 0 0 0 01 0 0 0 0 0 01 0 0 0 0 0 OI 0 Exiting Leg 0 0 0 0 Total 1 01 01 01 0 Page 6 PDI File #: 175673 A Location: S: Route 2 WB Onramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508.875 0100 Fax:508 -875 -0118 Email: datarequests @pdillc.com Cars, Heald Vehicles, and Buses (Combined) 4:00 PM 4:15 PM 430 PM 4:45 PM 86 Hayden Avenue 0 135 Route 2 WB Onramp 0 0 Hayden Avenue 61 81 East South West Total Thru Left U -Turn I Total Right Left I U -Turn I Total Right I Thru I U -Turn I Total 64 56 0 120 63 44 0 107 81 44 0 125 80 33 0 113 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34 51 0 85 48 34 0 82 68 44 0 112 47 62 0 109 205 189 237 222 Total 288 177 0 465 0 0 0 0 197 191 0 386 853 5:00 PM 86 49 0 135 0 0 0 0 61 81 0 142 277 5:15 PM 85 40 0 125 0 0 0 0 59 63 0 122 247 5:30 PM 74 43 0 117 0 0 0 0 38 63 0 101 218 5:45 PM 74 39 0 113 0 0 0 0 32 72 0 104 217 Total 319 171 0 490 0 0 0 0 190 279 0 469 959 Grand Total 607 348 0 955 0 0 0 0 387 470 0 857 1812 Approach % 63.6 36.4 0.0 13 0.0 0.0 0.0 0 45.2 54.8 0.0 20 33 Total% 33.5 19.2 0.0 52.7 0.0 0.0 0.0 0.0 21.4 25.9 0.0 47.3 1.8 Exiting Leg Total 10 1 0 470 0 0 0 735 0 9 0 607 1812 Cars 587 340 0 927 0 0 0 0 385 444 0 829 1756 %Cars 96.7 97.7 0.0 97.1 0.0 0.0 0.0 0.0 99.5 94.5 0.0 96.7 96.9 Exiting Leg Total Right Thru I U•Turn I Total 444 4:30 PM 81 44 0 725 0 0 0 0 587 1756 Heavy Vehicles 8 7 0 IS 0 0 0 0 2 6 0 8 23 % Heavy Vehicles 13 2.0 0.0 1.6 0.0 0.0 0.0 0.0 0.5 1.3 0.0 0.9 1.3 Exlung Leg Total 0 0 0 59 6 122 247 Total Volume 9 166 0 498 0 8 23 Buses 12 1 0 13 0 0 0 0 0 20 0 20 33 % Buses 2.0 0.3 0.0 1.4 0.0 0.0 0.0 0.0 0.0 4.3 0.0 2.3 1.8 Exiting Leg Total 10 1 0 20 0 0 0 1 0 9 0 12 33 Peak Hour Analvsis from 04:00 PM to 06:00 PM beeins at: 4:30 PM 315 Hayden Avenue 0 479 Route 2 WB Onramp 0 0 Hayden Avenue 233 238 0 471 East cars% 94.9 South 0.0 96.2 West 0.0 0.0 0.0 Thru Left I U -Tum I Total Right Left I U -Tum I Total Right Thru I U•Turn I Total Total 4:30 PM 81 44 0 125 0 0 0 0 68 44 0 112 237 4 :45 PM 80 33 0 113 0 0 0 0 47 62 0 109 222 5:00 PM 86 49 0 135 0 0 0 0 61 81 0 142 277 5:15 PM 85 40 0 125 0 0 0 0 59 63 0 122 247 Total Volume 332 166 0 498 0 0 0 0 235 250 0 485 983 %Approach Total 66.7 33.3 0.0 0 0.0 0.0 0.0 238 48.5 51.5 0.0 950 Heavy Enter Leg PHF 0.965 0.847 0.000 0.922 0.000 0.000 0.000 0.000 0.864 0.772 0.000 0.854 0.887 Cars 315 164 0 479 0 0 0 0 233 238 0 471 950 cars% 94.9 98.8 0.0 96.2 0.0 0.0 0.0 0.0 99.1 95.2 0.0 97.1 96.6 Heavy Vehicles 7 1 0 8 0 0 0 0 2 3 0 5 13 Heavy Vehicles % 2.1 0.6 0.0 1.6 0.0 0.0 0.0 0.0 0.9 1.2 0.0 1.0 1.3 Buses 10 1 0 11 0 0 0 0 0 9 0 9 20 Buses % 3.0 0.6 0.0 2.2 0.0 0.0 0.0 0.0 0.0 3.6 0.0 1.9 2.0 Cars Enter Leg 315 164 0 479 0 0 0 0 233 238 0 471 950 Heavy Enter Leg 7 1 0 8 0 0 0 0 2 3 0 5 13 Bus Enter Leg 10 1 0 11 0 0 0 0 0 9 0 9 20 Total Entering Leg 332 166 0 498 0 0 0 0 235 250 0 485 983 Cars Exiting leg 238 397 31S 950 Heavy Exiting Leg I 3 3 7 13 Buses Exiting Leg 9 1 10 20 Page 1 PDI File #: 175673 A Location: S: Route 2 WB Onramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6 :00 PM Class: TMU r<h v -earn -.. nv -xe T..r Ri PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:508 -875 -0100 Fax :508- 875 -0118 Email: datarequests @pdilic.com Bicvcles (on Roadwav and Crosswalks) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WB Onramp 0 0 0 Hayden Avenue 0 0 0 East South West Total TMU r<h v -earn -.. nv -xe T..r w,M ren -n 0.v -wo cw -900 we. rnre .•Tern - 0.v -s0. -, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 0 0 0 0 0 01 0 0 0 0 0 01 0 0 0 0 0 01 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Approach% 0.0 0.0 0.0 010 010 0.0 0.0 010 0.0 0.0 0 0.0 100.0 0.o 0.0 0.0 1 1 Total % 0.0 010 0.0 0.0 0.0 0A 0.0 0.0 0.0 0.0 0.0 010 0.0 100.0 0.0 OA D.D 100.0 1 Exiting Leg Total 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 100.0 0.0 Mo 0.0 0 1 Peak Hour Analysis from 04:00 PM to 06:00 PM beRins at: 0.000 aaoo 0.00o a000 0.000 0.000 0.000 0.000 0.000 0.000 0.o0o 0.000 o.000 0.250 0.000 0.000 0.00o 4 :45 PM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West TMu felt w -Turn -1 [w -h0 - - Uh .-Turn (W -WG - Z Alt. TMU urum I -.. I ..' ToW Total 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM o 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 Mo 0.0 PHF 0.000 aaoo 0.00o a000 0.000 0.000 0.000 0.000 0.000 0.000 0.o0o 0.000 o.000 0.250 0.000 0.000 0.00o 0.250 0.250 Entering Leg 0 0 0 0 0 O 1 ) 0 0 0 0 0 OI 0 1 0 0 0 l) 1 Exiting Leg 0 O 1 Total 11 01 11 2 Page 5 PDI File #: 175673 A Location: S: Route 2 WB Onramp Location: E. Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: - 1 kN 1 u -n CTVnvB -1. 1 lew PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax:508 -875 -0118 Email: datarequests @pdillc.com Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WEI Onramp 0 0 0 Hayden Avenue 0 0 East South West Total Tkv Irh UTum -0 1 -.1 1 Tool - 1 kN 1 u -n CTVnvB -1. 1 lew XyM Thry U -TUm I -NB I -I- Tow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 :15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Grand Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Approach% 0.0 010 010 0.0 0.0 010 0.0 0.0 0.0 100.0 1 0.0 0.0 0.0 0.0 0.0 0 1 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 ao 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 1 Exiting Leg Tota I 0.0 0 0.0 0.0 010 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0 1 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 0.000 O.Ooo 0.000 0.000 0.000 0.000 01000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 4:45 PM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Tku U:h u -- [W -50 --. Tew N-k - U-m -- - Teol B4k ihv ... I -.. I .. Tow Total 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 :30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 %Approach Total 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 O.Ooo 0.000 0.000 0.000 0.000 01000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 Entering Leg I 0 0 0 0 0 OI 0 0 0 0 1 11 0 0 0 0 0 01 1 Exiting Leg 0 1 0 1 Total 1 01 21 01 2 Page 6 PDI File #: 175673 B Location: S: Route 2 WB Offramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6 :00 PM Class: 34 29 0 63 52 33 0 85 67 31 0 98 77 36 0 113 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 Fax:508 -875 -0118 Email:datarequests@pdillc.com Cars, Heaw Vehicles, and Buses (Combined) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 45 Hayden Avenue 0 45 Route 2 WB Offramp 44 0 Hayden Avenue 0 110 East South West TOtaI Thru Left U -Turn Total Right I Left U•Turn Total Right Thru U -Tum Total 50 0 0 50 48 0 0 48 42 0 0 42 1 45 0 0 45 34 29 0 63 52 33 0 85 67 31 0 98 77 36 0 113 0 75 0 75 0 59 0 59 0 73 0 73 0 90 0 90 188 192 213 248 Total 185 0 0 185 230 129 0 359 0 297 0 297 841 5:00 PM 45 0 0 45 52 44 0 96 0 110 0 110 251 5:15 PM 44 0 0 44 62 47 0 109 0 91 0 91 244 5:30 PM 48 0 0 48 74 44 0 118 0 79 0 79 245 5:45 PM 71 0 1 72 67 36 0 103 0 81 0 81 256 Total 208 0 1 209 255 171 0 426 0 361 0 361 996 Grand Total 393 0 1 394 485 300 0 785 0 658 0 658 1837 Approach 'A 99.7 0.0 0.3 0 1 61.8 38.2 0.0 21 0.0 100.0 0.0 10 31 Total% 21.4 0.0 0.1 21A 26.4 16.3 0.0 42.7 0.0 35.8 0.0 35.8 1.7 Exiting Leg Total 0 0 0 1144 4 8 0 0 0 5 0 693 1837 Cars 386 0 1 387 473 283 0 756 0 641 0 641 1784 %Cars 98.2 0.0 100.0 98.2 97.5 94.3 0.0 96.3 0.0 97.4 0.0 97.4 97.1 Exiting Leg Total 45 52 44 0 1115 0 110 0 110 0 5:00 PM 5:15 PM 44 669 1784 Heavy Vehicles 7 0 0 7 6 2 0 8 0 7 0 7 22 %Heavy vehicles 1.8 0.0 0.0 1.8 1.2 0.7 0.0 1.0 0.0 1.1 0.0 1.1 1.2 Exiting Leg Total Total Volume 208 0 1 i3 255 171 0 426 0 361 0 361 996 9 22 Buses 0 0 0 0 6 15 0 21 0 10 0 10 31 % Buses 0.0 0.0 0.0 0.0 1.2 5.0 0.0 2.7 0.0 1.5 0.0 1.5 1.7 Exiting Leg Total 0 0 0 16 4 8 0 0 0 5 0 15 31 Peak Hour Analvsis from 04 :00 PM to 06:00 PM 6eeins at: 5:00 PM 205 Hayden Avenue 1 206 Route 2 WB Offramp 162 0 Hayden Avenue 0 352 0 352 East Can % 98.6 South 100.0 98.6 West 94.7 0.0 96.5 Total Thru Left U -Tum Total Right I Left I U -Turn Total Right Thru I U -Turn I Total 45 0 0 45 52 44 0 96 0 110 0 110 251 5:00 PM 5:15 PM 44 0 0 44 62 47 0 109 0 91 0 91 244 5:30 PM 48 0 0 48 74 44 0 118 0 79 0 79 245 5:45 PM 71 0 1 72 67 36 0 103 0 81 0 81 256 Total Volume 208 0 1 209 255 171 0 426 0 361 0 361 996 %Approach Total 99.5 0.0 0.5 205 59.9 40.1 0.0 206 0.0 100.0 0.0 0 411 PHF 0.732 0.000 0250 0.726 0.862 0.910 0.000 0.903 0.000 0.820 0.000 0.820 0.973 Can 205 0 1 206 249 162 0 411 0 352 0 352 969 Can % 98.6 0.0 100.0 98.6 97.6 94.7 0.0 96.5 0.0 97.5 0.0 97.5 97.3 Heavy Vehicles 3 0 0 3 2 1 0 3 0 4 0 4 30 Heavy vehicles% 1.4 0.0 0.0 1.4 0.8 0.6 0.0 0.7 0.0 1.1 0.0 1.1 1.0 Buses 0 0 0 0 4 8 0 12 0 5 0 5 17 Buses% 0.0 010 0.0 0.0 1.6 4.7 0.0 2.8 0.0 1.4 0.0 1.4 1.7 Cars Enter Leg 205 0 1 206 249 162 0 411 0 352 0 352 969 Heavy Enter Leg 3 0 0 3 2 1 0 3 0 4 0 4 10 Bus Enter Leg 0 0 0 0 4 8 0 12 0 5 0 5 17 Total Entering Leg 208 0 1 209 255 171 0 426 0 361 0 361 996 Cars Exiting Leg 602 0 367 969 Heavy Exiting Leg 6 0 4 10 Buses Exiting Leg 9 0 B 17 Total Exiting Leg 617 0 379 996 Page 1 PDI File q: 175673 B Location: S: Route 2 WB Offramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4 :00 PM End Time: 6:00 PM Class: 0 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:508-875 - 0100 Fax:508.875 -0118 Email: datarequests @pdillc.com Bicycles (on Roadwav and Crosswalks) 5:00 PM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WB Offramp 0 0 0 Hayden Avenue 0 0 0 0 5:15 PM 0 0 0 0 East 0 0 0 South 0 0 0 West 0 0 0 0 llvu IeM UTum .7777. Tow ..NI l.N a -TUm -. I .tB Tetal .". I TMU I U.T-m I mWNB I ov-se Tew Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 :45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 Total 1 0 0 0 0 0 01 0 0 0 0 0 01 0 1 0 o 0 11 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 5:45 PM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 2 Grand Total 1 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 2 3 Approach% 300.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 300.0 0.0 0.0 0.0 0 0 Total% 33.3 0.0 0.0 0.0 0.0 33.3 0.0 OA 0.0 0.0 0.0 0.0 0.0 66.7 010 0.0 0.0 66.7 0.0 Exiting Leg Total 0.o ao 2 PHF a000 0.000 0 0.000 0.000 0.000 0.000 moon a000 0.000 1 3 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 0.000 mom 0.000 o.250 0.250 4:00 PM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Total nuu UN U•TU,n -- tW -HB Tew -- 4N .- CW- , I o,." Tina, Bkta iNry ... I ... CWSB Tow 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 %Approach Total 0.o o.o 0.o OA OA Mo Mo 0,0 mo 0.0 0.0 loco 0.o ao 0A PHF a000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moon a000 0.000 mow 0.000 0.250 0.000 mom 0.000 o.250 0.250 Entering Leg I 0 0 0 0 0 Fxiung Leg Total 0 0 0 0 0 O) 0 1 0 0 0 SI 1 0 0 1 11 2 Page 5 PDI File tl: 1756738 Location: S: Route 2 WB Offramp Location: E: Hayden Avenue W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: 0 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875.0100 Fax:508- 875 -0118 Email: datarequests@pdlllc.com Pedestrians 5:00 PM 0 0 0 0 0 0 Hayden Avenue 0 0 0 Route 2 WB Offramp 0 0 0 Hayden Avenue 0 0 0 0 5:15 PM 0 0 0 0 East 0 0 0 South 0 0 0 West 0 0 0 0 Mu I:k U -TU,n CN.sE EW.x! la„I Pllht Ien U.Tum M..' [W -E6 law KIM ltuu --- --- Tow Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Grand Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Approach% 0.0 0.0 0.0 010 00 0.0 0.0 o.o 0.0 200.0 0 0 0.0 0.0 0.0 0.0 0.0 1 0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.o 100.0 200.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0.0 0.0 0 PHF 0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0 1 Peak Hour Analvsis from 04:00 PM to 06:00 PM begins at: 0.000 0.000 0.000 0.000 0150 4:45 PM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Total IMU IsM U -turn . I ..Ha 1 -1 WIM I .e u4am I -... I .. 1 -1 a4M 1 TMU 1 U-T.I. I -.. 1 -4B 1 law 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 %Approach Total 0.0 0.0 010 0.0 0.0 Mo 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0A00 0.000 0.000 0.000 0.000 0.000 0150 Entering Leg I 0 0 0 0 0 Exiting Leg Total 0 0 0 0 1 11 0 0 0 0 0 1 I 1 1 2 Page 6 PDI File #: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: Right Thru I Left I U -Turn I Total PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 Fax:508. 875.0118 Email: datarequests @pdiilccom Cars. Heaw Vehicles. and Buses (Combined) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 3 Spring Street 16 0 Hayden Avenue 47 7 Spring Street 0 115 Patriot Way 106 2 North East South West Total Right Thru I Left I U -Turn I Total Right Thru I Left I U•Tum Total Right I Thru I Leh I U -Tum I Total Right I Thru I Le f[ U•Tum Total 2 54 9 0 65 3 47 8 0 58 1 59 11 0 71 0 85 IS 0 100 35 6 32 0 73 34 3 34 0 71 50 8 39 0 97 35 11 47 0 93 32 150 2 0 184 20 137 4 0 161 26 145 4 0 175 27 120 7 0 154 38 30 31 0 99 44 32 26 0 102 48 44 33 0 125 38 31 23 0 92 421 392 468 439 Total 1 6 245 43 0 294 154 26 152 0 334 105 552 17 0 674 168 137 113 0 418 1720 5:00 PM 3 105 16 0 124 47 7 61 0 115 30 106 2 0 138 37 31 22 0 90 467 5:15 PM 3 100 25 0 128 39 3 59 0 101 33 113 2 0 148 32 18 10 0 60 437 5:30 PM 2 83 18 0 103 34 7 44 0 85 37 109 3 0 149 18 24 13 0 55 392 5:45 PM 3 87 24 0 114 40 4 31 0 75 46 109 4 0 159 17 10 14 0 41 389 Total 11 375 83 0 469 160 21 195 0 376 146 437 11 0 594 104 83 59 0 246 1685 Grand Total 17 620 126 0 763 314 49 347 0 710 251 989 28 0 1268 272 220 172 0 664 3405 Approach% 2.2 81.3 16.5 0.0 1 44.2 6.9 48.9 0.0 19 19.8 78.0 2.2 0.0 8 41.0 33.1 25.9 0.0 16 44 Total % 0.5 18.2 3.7 0.0 22.4 9.2 1.4 10.2 0.0 20.9 7.4 29.0 0.8 0.0 37.2 8.0 6.5 5.1 0.0 19.5 1.3 Exiting Leg Total 1.7 82.5 15.8 0.0 1475 42.1 7.1 50.7 0.0 597 18.9 78.7 2.4 0.0 1239 42.2 33.8 24.0 0.0 941 405 Cars 17 616 121 0 754 310 38 334 0 682 245 980 27 0 1252 272 220 156 0 648 3336 %Cars 100.0 99.4 95.0 0.0 98.8 983 77.6 96.3 0.0 96.1 97.6 99.1 96.4 0,0 98.7 100.0 100.0 90.7 0.0 97.6 98.0 Exiting Leg Total Thru I Left I U -Tum Total 1446 Thru Left I U -Turn Total 586 Thru I Left I U -Tum Total 1222 Thru I Left U -Tum Total 82 3336 Heavy vehicles 0 3 5 0 8 1 0 8 0 9 5 3 0 0 8 0 0 0 0 0 25 %Heavy Vehicles 0.0 0.5 4.0 0.0 1.0 0.3 0.0 2.3 0.0 1.3 2.0 0.3 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.7 Exiting Leg Total 3 105 16 0 41 47 7 61 0 115 30 106 2 0 11 37 31 22 0 0 25 Buses 0 1 0 0 1 3 11 5 0 19 1 6 1 0 8 0 0 16 0 16 44 %Buses 0.0 0.2 0.0 0.0 0.1 1.0 22.4 1.4 0.0 2.7 0.4 0.6 3.6 0.0 0.6 0.0 0.0 9.3 0.0 2.4 1.3 Exiting Leg Total 1.7 82.5 15.8 0.0 25 42.1 7.1 50.7 0.0 1 18.9 78.7 2.4 0.0 6 42.2 33.8 24.0 0.0 12 44 Peak Hour Analvsis from 04:00 PM to 06,00 PM heeins at- 4:30 PM 7 Spring Street 0 417 168 Hayden Avenue 0 386 114 Spring Street 0 609 155 Patriot Way 0 360 1772 Cars % 100.0 99.4 North 0.0 98.6 98.2 82.8 East 0.0 95.1 98.3 99.2 South 0.0 99.0 100.0 100.0 West 0.0 98.1 97.8 Right Thru I Left I U -Tum Total Right Thru Left I U -Turn Total Right I Thru I Left I U -Tum Total Right Thru I Left U -Tum Total 0 Total 4:30 PM 1 59 11 0 71 50 8 39 0 97 26 145 4 0 175 48 44 33 0 125 468 4:45 PM 0 85 15 0 100 35 11 47 0 93 27 120 7 0 154 38 31 23 0 92 439 5:00 PM 3 105 16 0 124 47 7 61 0 115 30 106 2 0 138 37 31 22 0 90 467 5:15 PM 3 100 25 0 128 39 3 59 0 101 33 113 2 0 148 32 18 10 0 60 437 Total Volume 7 349 67 0 423 171 29 206 0 406 116 484 15 0 615 155 124 88 0 367 1811 %Approach Total 1.7 82.5 15.8 0.0 0 42.1 7.1 50.7 0.0 12 18.9 78.7 2.4 0.0 2 42.2 33.8 24.0 0.0 7 21 PHF 0.583 0.831 0.670 U00 0.826 0.855 0.659 0.844 0.000 0,883 0.879 0.834 0.536 0.000 0,879 0.807 0.705 0.667 0.000 0.734 0.967 Cars 7 347 63 0 417 168 24 194 0 386 114 480 15 0 609 155 124 81 0 360 1772 Cars % 100.0 99.4 94.0 0.0 98.6 98.2 82.8 94.2 0.0 95.1 98.3 99.2 100.0 0.0 99.0 100.0 100.0 92.0 0.0 98.1 97.8 Heavy Vehicles 0 2 4 0 6 1 0 7 0 B 2 2 0 0 4 0 0 0 0 0 18 Heavy Vehicles % 0.0 0.6 6.0 0.0 1.4 0.6 0.0 3.4 0.0 2.0 1.7 0.4 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 1.0 Buses 0 0 0 0 0 2 5 5 0 12 0 2 0 0 2 0 0 7 0 7 21 Buses % 0.0 0.0 0.0 0.0 0.0 1.2 17.2 2.4 0.0 10 0.0 0.4 0.0 0.0 0.3 0.0 0.0 8.0 0.0 1.9 11 Cars Enter Leg 7 347 63 0 417 168 24 194 0 386 114 480 15 0 609 155 124 81 0 360 1772 Heavy Enter Leg 0 2 4 0 6 1 0 7 0 8 2 2 0 0 4 0 0 0 0 0 18 Bus Enter Leg 0 0 0 0 0 2 5 5 0 12 0 2 0 0 2 0 0 7 0 7 21 Total Entering Leg 7 349 67 0 423 171 29 206 0 406 116 484 15 0 615 155 124 88 0 367 1811 Cars Exiting Leg 729 301 696 46 1772 Heavy Exiting Leg 3 6 9 0 18 Buses Exiting Leg 11 0 5 5 21 Total Exiting Leg 743 307 710 511 1811 Page,1 PDI File N: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: East PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875.0100 Fax:508. 875 -0118 Email: datarequests @pdillc.com Bicycles (on Roadwav and Crosswalks) 4 :00 PM 4:15 PM 4:30 PM 4:45 PM 1 0 2 Spring Street 0 0 0 2 Hayden Avenue 0 0 0 Spring Street 0 0 0 3 Patriot Way 0 0 North East South West Total AiAM lhu Lek U -Tum cYIFA RV -WB Teul A4k 1MB leX a -TUm CWBB [WMB Tout PiBht Tluv uX U -Turn (YI.1'!B CW {B IoW RiQu 1HU leX V -Turn [W JIB [W4B TWI 0 0 0 o o o o 0 1 0 0 0 0 1 0 1 0 0 0 0 1 0 1 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 4 0 2 0 0 0 0 2 0 4 0 0 0 0 4 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 1 0 0 1 3 2 5 4 8 Total 1 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 10 0 0 0 0 10 1 0 4 0 0 1 6 19 5:00 PM 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 5 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 0 0 0 0 0 3 5:30 PM 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 5 5:45 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 1 0 0 0 1 5 Total 0 6 0 0 0 0 6 0 0 0 0 0 0 0 1 10 0 0 0 0 11 0 0 1 0 0 0 1 18 Grand Total 0 9 0 0 0 0 9 Approach% 0.0 200.0 0.0 0.0 0.0 0.0 Total% ao 24.3 0.0 0.0 0.0 0.0 24.3 Exiting Leg Total 25 Peak Hour Analvsis from 04:00 PM to 06:00 PM heeins at: 0 0 0 0 0 0 01 1 20 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 4.6 95.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 54.1 0.0 0.0 00 0.0 1 1 0 5 0 0 1 71 37 14.3 0.0 71.4 04 0.0 14.3 2.7 0.0 13.5 0.0 0.0 23 16.9 11 37 4:15 PM Spring Street Hayden Avenue Spring Street Patriot Way North East South West W&M TAU Leh U -TVm ... CV/ -VIB TBUI AMA 1MU - U -Tum CW -50 CWirB - - TMu -- U{urn - -WA CW{B - 4h, INB lei[ U -lwn CW-XB [N' -SB ToW Total 4:15 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 4 0 0 0 0 4 0 0 0 0 0 0 0 5 4:30 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 1 0 0 0 1 4 4:45 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 4 0 0 0 0 4 1 0 1 0 0 1 3 8 5:00 PM 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 5 Total Volume 0 5 0 0 0 0 5 0 0 0 0 0 0 0 0 13 0 0 0 0 13 1 0 2 0 0 1 4 22 %Approach Total 0.0 100.0 0.0 0.0 0.0 0.0 0.0 010 OA 010 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 25.0 0.0 50.0 0.0 0.0 25.0 PHF 0.000 0.625 0.000 0.000 0,000 0.000 0.625 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.613 0.000 0.000 0.000 0.000 0,613 0250 0.000 0500 0.000 0.000 0.250 0.333 0.686 Entering Leg 1 0 5 0 0 0 0 51 0 0 0 0 0 0 Ol 0 13 0 0 0 0 131 1 0 2 0 0 1 41 22 5 0 6 1 &Ittng Leg 1 22 Total 1 201 01 191 51 44 Page 5 PDI File #: 175673 C Location: N: Spring Street S: Spring Street Location: E: Hayden Avenue W: Patriot Way City, State: Lexington, MA Client: MDMJ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: North PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office; 508-875 .0100 Fax:508- 875.0118 Email: datarequests @polilc.com Pedestrians 5:00 PM 0 0 0 0 0 0 0 0 Spring Street 0 0 0 Hayden Avenue 0 0 0 Spring Street 0 0 0 0 Patriot Way 0 0 North East South West 5:15 PM 4:00 PM 4 :15 PM 4:30 PM 4:45 PM aim r�.o l.n wrum ew.ee ew.wa row wpx ,Me lin uaem ew.se ew.xe rm+� wrm tm. .0 uaem ew -wo cw�e s «a w,m m� - -. ew -xa cw.se rar Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Approach % Do 04 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0 0 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0A 0A 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 OA 0.0 100.0 0.0 100.0 Exiting Leg Total 0 0 0 1 1 Peak Hour Analvsis from 04:00 PM to 06:00 PM beeins at: 4:00 PM Spring Street Hayden Avenue Spring Street Patriot Way North East South West NrM lhu leh U•TUrn -- - -wB To,- x.rns ilwx lin - Cwb, -- ,-, -- l Iih U.TUrn [W�WB IlY EB teal Nixt I Z I ten I U.lum (W -xt [W.sB TaW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 :45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Totalvolume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 010 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Q250 O.00D 0250 0.250 Entering Leg I 0 0 0 0 0 0 OI 0 0 0 0 0 0 ExiHn6 �B 0 Total 1 01 0 0 0 0 0 0 01 0 0 0 0 1 0 11 1 0 1 1 ol 21 2 Page 6 PDI File #: 175673 D Location: N: Waltham Street S: Waltham Street Location: E: Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: Right I Thru I Lek I U -Turn I Total 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875-0100 Fax:508.875 -0118 Email: datarequests @polllc.com Cars. Heaw Vehicles. and Buses (Combined) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 Waltham Street 0 0 11 207 Route 2 WE, Offramp 38 226 0 0 Waltham Street 4 0 Hayden Avenue 94 3 North East South West Total Right I Thru I Lek I U -Turn I Total Right Thru Left I U -Tum I Total Right Thru Leh I U -Tum I Total Right I Thru I Left U -Turn Total 11 155 0 0 166 14 162 0 0 176 8 183 0 0 191 12 190 0 0 202 81 6 0 0 87 67 7 0 0 74 69 2 0 0 71 68 4 0 0 72 0 158 33 0 191 0 141 26 0 167 0 159 31 0 190 0 106 28 0 136 81 0 24 0 105 101 0 10 0 111 115 0 20 1 136 147 0 21 0 168 549 528 588 578 Total 45 690 0 0 735 285 19 0 0 304 0 566 118 0 684 444 0 75 1 520 2243 5:00 PM 5:15 PM 5:30 PM 5:45 PM Total Grand Total Approach% Total % Exiting Leg Total 7 184 0 0 9 212 0 0 11 207 0 0 38 226 0 0 45 829 0 0 90 1519 0 0 5.6 94.4 0.0 0.0 1.9 31.6 0.0 0.0 56 2 1 0 80 3 1 0 93 4 0 0 94 3 1 0 325 12 3 0 610 31 3 0 94.7 4.8 0.5 0.0 12.7 0.6 0.1 0.0 0 0 133 36 0 0 142 31 0 0 159 33 1 0 155 48 0 0 589 148 1 0 1155 266 1 0.0 81.2 18.7 0.1 0.0 24,0 5.5 0.0 127 0 26 0 145 0 18 0 123 0 26 0 123 0 30 0 518 0 100 0 962 0 175 1 84.5 0.0 15.4 0.1 20.0 0.0 3.6 0.0 574 641 657 698 2570 4813 4813 Cars 86 1504 0 0 1590 603 31 3 0 637 0 1142 265 1 1408 939 0 173 1 1113 4748 %Can 95.6 99.0 0.0 0.0 98.8 98.9 100.0 100.0 0.0 9819 0.0 98.9 99.6 100.0 99.0 97.6 0.0 989 100.0 97.8 98.6 Exiting Leg Total Right Thru I Left I U -Turn 1918 Right Thru I Left I U -Turn 0 Right Thru Leh U -Tum 2447 Right Thru I Left U -Turn 383 4748 Heavy Vehlcles 4 10 0 0 14 6 0 0 0 6 0 11 1 0 12 8 0 2 0 10 42 %Heavy vehicles 4.4 0.7 0.0 0.0 0.9 1.0 0.0 0.0 0.0 0.9 0.0 1.0 0.4 0.0 0.8 0.8 0.0 1.1 0.0 0.9 0.9 Exiting Leg Total 11 207 0 0 19 93 4 0 0 0 0 159 33 1 16 123 0 26 0 S 42 Buses 0 5 0 0 5 1 0 0 0 1 0 2 0 0 2 15 0 0 0 15 23 % Buses 0.0 0.3 0.0 0.0 0.3 0.2 0.0 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.1 1.6 0.0 0.0 0.0 1.3 0.5 Exiting Leg Total 5.1 94.9 0.0 0.0 3 95.6 3.5 0.9 0.0 0 0.0 79.8 20.1 0.1 20 83.8 0.0 16.2 0.0 0 23 Perak HrnrrAnalvsisfrnm 04-nn PM to nf,:nn PM hepins at 5:00 PM 43 Waltham Street 0 866 321 Route 2 WB Cifframp 0 336 0 Waltham Street 1 734 505 Hayden Avenue 0 603 2539 Cars % 95.6 99.3 North 0.0 99.1 98.8 100.0 East 0.0 98.8 0.0 99.3 South 100.0 99.5 97.5 0.0 West 0.0 97.6 98.8 Heavy Vehicles Right Thru I Left I U -Turn Total Right Thru I Left I U -Turn Total Right Thru Leh U -Tum Total Right Thru I Left U -Turn Total Total 5:00 PM 7 184 0 0 191 58 2 1 0 61 0 133 36 0 169 127 0 26 0 153 574 5:15 PM 9 212 0 0 221 80 3 1 0 84 0 142 31 0 173 145 0 18 0 163 641 5:30 PM 11 207 0 0 218 93 4 0 0 97 0 159 33 1 193 123 0 26 0 149 657 5:45 PM 18 226 0 0 244 94 3 1 0 98 0 155 48 0 203 123 0 30 0 153 698 Total Volume 45 829 0 0 874 325 12 3 0 340 0 589 148 1 738 518 0 100 0 618 2570 % Approach Total 5.1 94.9 0.0 0.0 3 95.6 3.5 0.9 0.0 1 0.0 79.8 20.1 0.1 0 83.8 0.0 16.2 0.0 9 13 PHF 0.625 0.917 0.000 0.000 0.895 0.864 0.750 0.750 0.000 0.867 0.000 0.926 0.771 0.250 0.909 0.893 0.000 0.833 0.000 0.948 0.920 Cars 43 823 0 0 866 321 12 3 0 336 0 585 148 1 734 505 0 98 0 603 2539 Cars % 95.6 99.3 0.0 0.0 99.1 98.8 100.0 100.0 0.0 98.8 0.0 99.3 100.0 100.0 99.5 97.5 0.0 98.0 0.0 97.6 98.8 Heavy Vehicles 2 3 0 0 5 3 0 0 0 3 0 4 0 0 4 4 0 2 0 6 18 Heavy Vehicles % 4.4 0.4 0.0 0.0 0.6 0.9 0.0 0.0 0.0 0.9 0.0 0.7 0.0 0.0 0.5 0.8 0.0 2.0 0.0 1.0 0.7 Buses 0 3 0 0 3 1 0 0 0 1 0 0 0 0 0 9 0 0 0 9 13 Buses % 0.0 0.4 0.0 0.0 0.3 0.3 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 0.0 1.5 0.5 Cars Enter Leg 43 823 0 0 866 321 12 3 0 336 0 585 148 1 734 505 0 98 0 603 2539 Heavy Enter Leg 2 3 0 0 5 3 0 0 0 3 0 4 0 0 4 4 0 2 0 6 18 Bus Enter Leg 0 3 0 0 3 1 0 0 0 1 0 0 0 0 0 9 0 0 0 9 13 Total Entering Leg 45 829 0 0 874 325 12 3 0 340 0 589 148 1 738 518 0 100 0 618 2570 Can Exiting Leg 1004 0 1332 203 2539 Heavy Exiting Leg 9 0 7 2 18 Buses Exiting Leg 1 0 12 0 13 Total Exiting Leg 1014 0 1351 205 2570 Page 1 PDI File N: 175673 D Location: N: Waltham Street S: Waltham Street Location: E: Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: u,h, Thu Irh aTYm CWFB CWWa TeUI 25, PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875.0100 Fax:508.875 -0118 Email:datarequests@pdlllc.com Bicycles (on Roadwav and Crosswalks) 4:00 PM 4:15 PM 4 :30 PM 4:45 PM 0 2 Waltham Street 0 Route 2 WB Offramp 0 2 Waltham Street 0 1 Hayden Avenue 0 0 North East South West Total u,h, Thu Irh aTYm CWFB CWWa TeUI -- - ,eh U1vm CWS! CWnB TeUI xkh, arcu 4x UTUrn CIi -WB CWiB Twl PJ{M Tlfv leh LLTUm C M CW -5! T.W 0 1 0 0 0 0 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 1 0 Total 1 0 2 0 0 0 0 21 0 0 0 0 0 0 01 0 2 0 0 0 0 21 0 0 0 0 0 0 01 4 5:00 PM 0 2 0 0 0 0 2 5:15 PM 0 1 0 0 0 0 1 5:30 PM 0 2 0 0 0 0 2 5:45 PM 1 1 0 0 0 0 2 Total 1 6 0 0 0 0 7 Grand Total 1 8 0 0 0 0 9 Approach 11.1 86.9 0.0 0.0 0.0 0.0 A4M Total % 6.7 533 0.0 0.0 0.0 0.0 60.0 Exiting Leg Total Total 5:00 PM 0 2 0 0 0 4 Peak Hour Analvsis from 04:00 PM to 06:00 PM begins at: 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0.0 loo.o 0.0 0.0 0.0 0.0 0.0 6.7 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 4 0 0 0 0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 26.7 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 100.0 OA 0.0 0.0 0.0 0.0 6.7 0.0 0.0 0.0 0.0 0.0 2 1 5 3 11 15 15 5:00 PM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West ulht TNU -1 u-TUrn M'1! SW -WB TeW u,M Thry leh U�ivm CY/ -SB (W�aB TeW A4M 1NV uh U•Tum CW�WO curia ToW r+,h, Ihru 1. CW -N0 M.S. Te„I Total 5:00 PM 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 :30 PM 0 2 0 0 0 0 2 0 1 0 0 0 0 1 0 1 0 0 0 0 1 1 0 0 0 0 0 1 5 5:45 PM 1 1 0 0 0 0 2 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 D 0 3 Total Volume 1 6 0 0 0 0 7 0 1 0 0 0 0 1 0 2 0 0 0 0 2 1 0 0 0 0 0 1 11 %Approach Total 14.3 8577 0.0 0.0 0.0 010 0.0 10010 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 PHF 0.250 0.750 0.000 0.000 0.000 0.000 0.875 0.000 0.250 0.000 0 -000 0.000 0.000 0150 0.000 0.500 0.000 0.000 0.000 0.000 0.500 0.250 0.000 0.000 0.000 0.000 0.000 D.250 0.550 Entering Leg 1 1 6 0 0 0 0 71 0 1 0 0 0 0 Exiting leg 2 Total 1 9 0 2 0 0 0 0 21 1 0 0 0 0 0 11 11 7 2 11 31 22 Page 5 PDI File #: 175673 D Location: N: Waltham Street S: Waltham Street Location: E. Route 2 WB Offramp W: Hayden Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 867 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: West PRECISION D A T A INDUSTRIES,LLC 46 Morton Street, Framingham, MA 01702 Office: 508- 875.0100 Fax:508. 875 -0118 Email: datarequests @polllc.com Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 0 0 Waltham Street 0 Route 2 WB Offramp 0 0 0 Waltham Street 0 0 0 Hayden Avenue 0 0 North East South West Total 4., Thru teh u.Turn 77. . -WB TelRl RIBM TMU UIum I -1i. I -.NB T.-I Right I TMu I teh LLTUm (W WB C•M-r6 U. NBM Thru teN UTUm CW NB CW BB TelRl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 1 0 0 0 0 0 0 01 0 0 0 0 1 1 21 0 0 0 0 0 0 01 0 0 0 0 0 0 01 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 :30 PM 0 0 0 0 1 0 1 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5 :45 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Total 0 0 0 0 1 0 1 0 0 0 0 3 2 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 Grand Total 0 0 0 0 1 0 1 0 0 0 0 4 3 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 Approach % 0.0 0.0 0.0 0.0 100.0 0.0 010 0.0 0.0 0.0 57.1 42.9 0 0.0 0.0 0.0 OA 0.0 0.0 6 0.0 0.0 010 0.0 0.0 OA 0.0 0.0 Total% 0.0 0.0 0.0 0.0 12.5 0.0 12.5 Mo 0.0 0.0 0.0 50.0 37.5 97.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 1 7 0 0 B Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West HBhl Thry leh 1 U-,n -0 CW WB Told Ri1M lYw leh -- I --I. [YFNB Tot- Right INU IeN u.tum Bw -We --ft 1e - TIRU lm Total 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 :15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 1 0 1 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5 :45 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Totalvolume 0 0 0 0 1 0 1 0 0 0 0 3 2 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 % Approach Total 0.0 0.0 0.0 co 100.0 0.0 0.0 0.0 0.0 0.0 60.0 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.250 DA17 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 Entering Leg Exiting Leg Total 0 0 0 0 1 0 it 0 0 0 0 3 2 SI 0 0 0 0 0 0 10 0 0 0 0 0 0 0 6 0 6 01 12 Page 6 PDI File p: 175673 E Location: S: Spring Street Location: E: Marrett Road (Route 2A) W: Marrett Road (Route 2A) City, State: Lexington, MA Client: MDM /M. Houle PRECISION Site Code: 887 D A T A Count Date: Wednesday, May 17, 2017 INDUSTRIES, LLC Start Time: 4:00 PM 46 Morton Street, Framingham, MA 01702 Ofrice:508- 875 -0100 Fax:508.875 -0118 End Time: 6:00 PM Email: datarequests @pdillc.com Class: Cars. Heaw Vehicles. and Buses (Combined) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 58 Marrett Road (Route 2A) 0 93 Spring Street 77 Marrett Road (Route 2A) 158 53 East South West Total Thru 777 U -Turn I Total Right Lek I U -Tum I Total Right Thru U -Tum I Total 55 21 0 76 43 20 0 63 59 34 0 93 50 33 0 83 94 90 0 184 115 73 0 188 91 62 0 153 96 67 0 163 35 71 0 106 25 74 0 99 37 91 0 126 39 87 0 126 366 350 374 372 Total 207 108 0 315 396 292 0 688 136 323 0 459 1462 5:00 PM 58 35 0 93 81 77 0 158 53 82 0 135 386 5:15 PM 46 31 0 77 77 76 0 153 55 80 0 135 365 5:30 PM 59 35 0 94 92 57 0 149 60 72 0 132 375 5:45 PM 62 35 0 97 65 67 0 132 64 88 0 152 381 Total 225 136 0 361 315 277 0 592 232 322 0 554 1507 Grand Total 432 244 0 676 711 569 0 1280 368 645 0 1013 2969 Approach % 63.9 36.1 0.0 4 55.5 44.5 0.0 2 36.3 63.7 010 9 15 Total % 14.6 8.2 0.0 22.8 23.9 19.2 0.0 43.1 12.4 21.7 0.0 34.1 12 Exiting Leg Total 58.1 0.0 0 1356 PHF 0.907 0.971 612 0.930 0.856 0.899 1001 2969 Cars %Cars Exiting Leg Total 428 99.1 241 98.8 0 0.0 669 99.0 1343 710 919 559 98.2 0 0.0 1269 99.1 607 366 99.5 633 98.1 0 0.0 999 98.6 987 2937 98.9 2937 Heavy Vehicles 1 1 0 2 1 4 0 5 2 8 0 10 17 % Heavy Vehicles 0.2 0.4 010 0.3 0.1 0.7 0.0 0.4 0.5 1.2 0.0 1.0 0.6 Exiting Leg Total 0 135 386 9 5:15 PM 46 31 3 77 77 76 5 17 Buses 3 2 0 5 0 6 0 6 0 4 0 4 15 % Buses 0.7 0.8 0.0 0.7 0.0 1.1 0.0 0.5 0.0 0.6 0.0 0.4 0.5 Exiting Leg Total 88 0 152 4 TotalVolume 225 136 2 361 315 277 9 15 Peak Hnur Analvsis from 04,00 PM to 06:00 PM hepins nt- 5:00 PM Marrett Road (Route 2A) 356 315 Spring Street 0 586 231 Marrett Road (Route 2A) 545 1487 Cars % 98.7 East 0.0 98.6 100.0 South 0.0 990 916 West 010 98.4 98.7 Heavy Vehicles Total Thru I Left U -Tum I Total Right Lek I U -Turn Total Right I Thru I U -Tum Total 58 35 0 93 81 77 0 158 53 82 0 135 386 5:00 PM 5:15 PM 46 31 0 77 77 76 0 153 55 80 0 135 365 5:30 PM 59 35 0 94 92 57 0 149 60 72 0 132 375 5:45 PM 62 35 0 97 65 67 0 132 64 88 0 152 381 TotalVolume 225 136 0 361 315 277 0 592 232 322 0 554 1507 %Approach Total 62.3 37.7 0.0 1 53.2 46.8 0.0 12 41.9 58.1 0.0 0 4 PHF 0.907 0.971 0.000 0.930 0.856 0.899 0.000 0.937 0.906 0.915 0.000 0.911 0.976 Cars 222 134 0 356 315 271 0 586 231 314 0 545 1487 Cars % 98.7 98.5 0.0 98.6 100.0 97.8 0.0 990 916 97.5 010 98.4 98.7 Heavy Vehicles 1 0 0 1 0 4 0 4 1 6 0 7 12 Heavy Vehicles % 0.4 0.0 0.0 0.3 0.0 1.4 0.0 0.7 0.4 1.9 0.0 1.3 0.8 Buses 2 2 0 4 0 2 0 2 0 2 0 2 8 Buses % 0.9 1.5 0.0 1.1 0.0 0.7 0.0 0.3 0.0 0.6 0.0 0.4 0.5 Cars Enter Leg 222 134 0 356 315 271 0 586 231 314 0 545 1487 Heavy Enter Leg 1 0 0 1 0 4 0 4 1 6 0 7 12 Bus Enter Leg 2 2 0 4 0 2 0 2 0 2 0 2 8 Total Entering Leg 225 136 0 361 315 277 0 592 232 322 0 554 1507 Cars Exiting Leg 629 365 493 1487 Heavy Exiting Leg 6 1 5 12 Buses Exiting Leg 2 2 4 8 Total Exiting Leg 637 368 502 1507 Page 1 PDI File tl: 175673 E Location: S-. Spring Street Location: E: Marrett Road (Route 2A) W: Marrett Road (Route 2A) City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Ri PRECISION D A T A INDUSTRIES, LLC Start Time: 4:00 PM 46 Morton Street, Framingham, MA 01702 Office; 508- 875.0100 Fax:508- 875 -0118 End Time: 6:00 PM Email: datarequem @pdillc.com Class: Bicvcles (on Roadwav and Crosswalks) 5:00 PM 1 0 0 0 0 Marrett Road (Route 2A) 0 0 0 Spring Street 0 0 0 Marrett Road (Route 2A) 0 0 East South West 5:15 PM 4:00 PM 4:15 PM 4:30 PM 4 :45 PM ltuu Ish Uaum -1B [W xB TeW Potts 4M1 Uaum M-WB CW4. TcW M . - .awn CN•xB CW -fB Tntal Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 0 0 2 0 0 0 0 0 0 1 0 0 0 0 1 4 0 0 0 0 4 4 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 6 Total 1 1 0 0 1 31 9 0 0 0 0 9 0 0 0 0 0 0 12 5:00 PM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 3 0 0 0 0 3 0 0 0 0 1 1 0 5 0 0 0 5 9 5:30 PM 0 1 0 0 0 1 1 0 0 0 0 1 1 1 0 0 0 2 4 5:45 PM 1 1 0 0 1 3 1 0 0 0 0 1 0 1 0 0 0 1 5 Total 5 2 0 0 1 8 2 0 0 0 1 3 1 7 0 0 0 8 19 Grand Total 6 3 0 0 2 11 11 0 0 0 1 12 1 7 0 0 0 8 31 Approach % 54Z 27.3 0.0 0.0 18.2 339 0.0 0.0 333 91.7 0.0 0.0 0.0 8.3 12.5 67.5 0.0 010 0.0 0.250 0.250 0.000 01000 0.250 Total% 19.4 93 010 0.0 615 35.5 35.5 0.0 0.0 0.0 3.2 36.7 3.2 22.6 0.0 0.0 0.0 25.8 Exiting Leg Total 20 5 6 31 Peak Hour Analvsis from 04:00 PM to 06:00 PM begins at: 4:00 PM Marrett Road (Route 2A) Spring Street Marrett Road (Route 2A) East South West Total iltu Lt. LLiwn CWSB CW xB ToW '. lel[ I Uaum I cw�W C1W@ low .'M - .awn CNa18 -1 TBUI 4 :00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 1 4:30 PM 0 0 0 0 1 1 4 0 0 0 0 4 0 0 0 0 0 0 5 4:45 PM 1 1 0 0 0 2 4 0 0 0 0 4 0 0 0 0 0 0 6 Total Volume 1 1 0 0 1 3 9 0 0 0 0 9 0 0 0 0 0 0 12 %Approach Total 33.3 339 0.0 0.0 333 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.250 0.250 0.000 01000 0.250 0.375 0563 0.000 0.000 0.000 0.000 0563 0.000 0.000 0.000 0.000 0.000 0.000 0.500 Entering Leg Exiting Leg Total 1 1 0 0 1 31 9 0 0 0 0 30 13 0 0 0 0 0 OI 12 1 12 11 24 Page 5 PDI File #: 175673 E Location: S: Spring Street Location: E: Marrett Road (Route 2A) W: Marrett Road (Route 2A) City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: N1M I TMU U•TUm - - - PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:508.875 -0100 Fax:508-875 -0118 Email: datarequests @pdillc.com Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 0 Marrett Road (Route 2A) 0 0 0 Spring Street 1 1 0 Marrett Road (Route 2A) 0 0 East South West Total TMU lek Y -Turn tWSB CWHB . NrM I k I TUm I [V- I .. T.UI N1M I TMU U•TUm - - - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 0 1 3 Total 0 0 0 3 0 3 0 0 0 0 1 1 0 0 0 0 1 1 5 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 2 1 3 0 0 0 0 0 0 0 0 0 0 1 1 4 Total 0 0 0 2 1 3 0 0 0 0 1 1 0 0 0 0 1 1 5 Grand Total 0 0 0 5 1 6 0 0 0 0 2 2 0 0 0 0 2 2 10 Approach% 0.0 0.0 0.0 63.3 16.7 o.o o.o 10o.o o.o 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.000 0.000 o.000 o.25o 0.000 Total % 0.0 0.0 0.0 50.0 10.0 60A 0.0 0.0 0.0 0.0 20.0 2010 0.0 oA 0.0 0.0 20.0 20.0 Exiting leg Total 6 2 2 10 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Marrett Road (Route 2A) Spring Street Marrett Road (Route 2A) East South West Total TMU lek U -TUm [W6! M'N9 T.W NIN UN U.TUrn I - -W. -1. 1 lout NTM TMU UTurn mxo cwaa TeW 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 4:45 PM 0 0 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Total Volume 0 0 0 3 0 3 0 0 0 0 1 1 0 0 0 0 1 1 5 %Approach Total o.o o.o o.o 10o.o o.o Mo o.o o.o oo loo.o o.o 0.0 oo o.0 loo PHF 0.000 0.000 o.000 o.25o 0.000 0.250 Mow 0.000 o.000 o.000 o.25o 0.250 o.000 0.000 0.000 0000 o.2s0 0.250 CA17 Entering Leg I 0 0 0 3 0 31 0 0 0 0 1 11 0 0 0 0 1 l) 5 Exiting Leg j 1 1 5 Total 61 21 21 10 Page 6 PDI File #: 175673 F Location: N. Spring Street S: Spring Street Location: E: Concord Avenue W: Driveway City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: TOtal PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 -0100 Fax:508- 875.0118 Emall:dararequests@pdillc.com Cars. Heave Vehicles. and Buses (Combined) 4:00 PM 4:15 PM 4 :30 PM 4:45 PM 0 Spring Street 53 0 Concord Avenue 39 0 Spring Street 0 86 Driveway 103 0 0 North East South West TOtal Right Thru I Left I U -Tum I Total Right I Thru I left I U -Turn I Total Right I Thru I Left U -Turn f Total Right I Thru I Left U -Turn Total 0 87 35 0 122 0 95 38 0 133 0 112 38 0 150 0 117 52 0 169 42 0 43 1 86 39 0 72 0 111 4' 0 50 0 96 46 0 41 0 87 71 133 0 0 204 63 122 0 0 185 75 132 0 0 207 107 104 0 0 211 0 1 0 0 1 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 413 429 455 467 Total 1 0 411 163 0 5741 173 0 206 1 3801 316 491 0 0 8071 1 2 0 0 31 1764 5:00 PM 0 146 53 0 199 39 0 47 0 86 99 103 0 0 202 0 0 1 0 1 488 5:15 PM 0 141 58 0 199 45 0 50 0 95 109 93 0 0 202 0 0 0 0 0 496 5:30 PM 0 99 41 0 140 44 0 52 0 96 97 100 0 0 197 0 1 0 0 1 434 5:45 PM 0 95 55 0 150 46 0 34 0 80 91 106 0 0 197 0 1 1 0 2 429 Total 0 481 207 0 688 174 0 183 0 357 396 402 0 0 798 0 2 2 0 4 1847 Grand Total 0 892 370 0 1262 347 0 389 1 737 712 893 0 0 1605 1 4 2 0 7 3611 Approach% 0.0 70.7 29.3 0.0 7 47.1 0.0 52.8 0.1 7 44.4 55.6 0.0 0.0 19 14.3 57.1 28.6 0.0 0 33 Total % 0.0 24.7 101 0.0 34.9 9.6 0.0 10.8 0.0 20.4 19.7 24.7 0.0 0.0 44.4 0.0 011 0.1 0.0 0.2 0.9 Exiting Leg Total 33.3 33.3 0.0 0 1242 PHF 0.000 0.884 0.866 1087 0.901 0.957 0.000 0.940 1282 0.948 0.894 0.818 0.000 0 3611 Cars 0 876 367 0 1243 341 0 380 1 722 699 878 0 0 1577 1 4 2 0 7 3549 %Cars 0.0 98.2 99.2 0.0 98.5 98.3 0.0 97.7 100.0 98.0 98.2 98.3 0.0 0.0 98.3 100.0 100.0 100.0 0.0 100.0 983 Exiting Leg Total TPtal Right Thru I Left I U -Tum Total Right Thru Left I U -Turn I Total Right Thru I Left I U -Tum Total 1221 4 :30 PM 0 112 38 1071 150 46 0 50 1257 96 75 132 0 0 3549 Heavy Vehicles 0 9 3 0 12 3 0 5 0 8 3 6 0 0 9 0 0 0 0 0 29 % Heavy Vehicles 0.0 1.0 0.8 0.0 1.0 0.9 0.0 1.3 0.0 1.1 0.4 0.7 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.8 Exiting Leg Total 0 1 0 1 9 5 :15 PM 0 141 58 6 199 45 0 50 14 9S 109 93 0 -01-- 29 Buses 0 7 0 0 7 3 0 4 0 7 30 9 0 0 19 0 0 0 0 0 33 % Buses 0.0 0.8 0.0 0.0 0.6 0.9 0.0 1.0 0.0 0.9 1.4 1.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.9 Exiting Leg Total 33.3 33.3 0.0 0 12 PHF 0.000 0.884 0.866 10 0.901 0.957 0.000 0.940 11 0.948 0.894 0.818 0.000 0 33 P-L, I-inur analvcic from rid-nn PM to nr.nn PM haainc nt• 4 :30 PM 0 Spring Street 0 702 174 Concord Avenue 0 354 385 Spring Street 0 809 1 Driveway 1 0 3 1868 Cars % 0.0 97.5 North 0.0 97.9 98.9 0.0 East 0.0 97.3 98.7 98.1 South 0.0 98.4 100.0 100.0 West 0.0 100.0 98.0 Heavy Vehicles TPtal Right Thru I Left I U -Tum Total Right Thru Left I U -Turn I Total Right Thru I Left I U -Tum Total Right Thru I Left I U -Turn I Total 4 :30 PM 0 112 38 0 150 46 0 50 0 96 75 132 0 0 207 1 1 0 0 2 455 4:45 PM 0 117 52 0 169 46 0 41 0 87 107 104 0 0 211 0 0 0 0 0 467 5:00 PM 0 146 53 0 199 39 0 47 0 86 99 103 0 0 202 0 0 1 0 1 486 5 :15 PM 0 141 58 0 199 45 0 50 0 9S 109 93 0 0 202 0 0 0 0 0 496 Total Volume 0 516 201 0 717 176 0 188 0 364 390 432 0 0 822 1 1 1 0 3 1906 % Approach Total 0.0 72.0 28.0 0.0 1 48.4 0.0 51.6 0.0 0 47.4 52.6 0.0 0.0 19 33.3 33.3 33.3 0.0 0 6 PHF 0.000 0.884 0.866 0.000 0.901 0.957 0.000 0.940 0.000 0.948 0.894 0.818 0.000 0.000 0.974 0.250 0.250 0.250 0.000 0.375 0.961 Cars 0 503 199 0 702 174 0 180 0 354 385 424 0 0 809 1 1 1 0 3 1868 Cars % 0.0 97.5 99.0 0.0 97.9 98.9 0.0 95.7 0.0 97.3 98.7 98.1 0.0 0.0 98.4 100.0 100.0 100.0 0.0 100.0 98.0 Heavy Vehicles 0 7 2 0 9 1 0 4 0 5 1 4 0 0 5 0 0 0 0 0 19 Heavy Vehicles % 0.0 1.4 1.0 0.0 1.3 0.6 0.0 2.1 0.0 1.4 0.3 0.9 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 1.0 Buses 0 6 0 0 6 1 0 4 0 5 4 4 0 0 8 0 0 0 0 0 19 Buses % 0.0 1.2 0.0 0.0 0.8 0.6 0.0 2.1 0.0 1.4 1.0 0.9 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 Cars Enter Leg 0 503 199 0 702 174 0 180 0 354 385 424 0 0 809 1 1 1 0 3 1868 Heavy Enter Leg 0 7 2 0 9 1 0 4 0 5 1 4 0 0 5 0 0 0 0 0 19 Bus Enter Leg 0 6 0 0 6 1 0 4 0 5 4 4 0 0 8 0 0 0 0 0 19 Total Entering Leg 0 516 201 0 717 176 0 188 0 364 390 432 0 0 822 1 1 1 0 3 1906 Cars Exiting Leg 599 585 684 0 1868 Heavy Exiting Leg 5 3 11 0 19 Buses Exiting Leg 5 4 10 0 19 Total Exiting Leg 609 592 705 0 1906 Page 1 PDI File #: 17S673 F Location: N: Spring Street S: Spring Street Location: E. Concord Avenue W: Driveway City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: East PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office:508- 875 -0100 Fax:508. 875 -0118 Email: datarequests @pdillc.com Bicvcles (on Roadwav and Crosswalks) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 Spring Street 0 0 0 2 Concord Avenue 0 0 0 Spring Street 0 2 0 1 Driveway 0 0 North East South West Total Rill lku leh U -Turn o'. [N' -WB T..t n11M ixru leh -- -F.---7 T---..T Tail Ntfil rhru IeN V -Turn CN -W! GW {6 . x0' Thry leh V -TUm CW.HB (W.Sfi TaJ 0 0 0 0 0 0 0 0 1 1 0 0 0 2 0 0 1 0 0 0 1 0 3 0 0 0 0 3 0 0 1 0 0 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 0 0 0 0 2 0 5 0 0 0 0 5 0 4 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5 6 7 Total 0 4 2 0 0 0 6 1 0 1 0 0 0 2 1 11 ' 0 0 0 0 12 0 0 0 0 0 0 0 20 5:00 PM 0 0 2 0 0 0 2 2 0 0 0 0 0 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 5 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 0 0 0 0 0 0 0 3 5:30 PM 0 3 0 0 0 0 3 2 0 0 0 0 0 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 6 5:45 PM 0 1 0 0 0 0 1 3 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Total 0 4 2 0 0 0 6 7 0 0 0 0 0 7 1 4 0 0 0 0 5 0 0 0 0 0 0 0 18 Grand Total 0 8 4 0 0 0 12 Approach% 0.0 66.7 33.3 OA 0.0 DA Total% 0.0 21.1 10.5 0.0 0.0 0.0 31.6 Exiting Leg Total 23 Peak Hour Analvsis from 04:00 PM to 06:00 PM beeins at: 8 0 1 0 0 0 9I 2 15 0 0 0 0 171 0 0 0 0 0 0 0 38 68.9 0.0 11.1 0.0 0.0 0.0 11.6 88.2 OA 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 21.1 0.0 2.6 0.0 0.0 0.0 23.7 5.3 39.5 0.0 0.0 0.0 0.0 44.7 0.0 _ 0.0 0,0 0.0 OA OA 0.0 9 38 4:15 PM Spring Street Concord Avenue Spring Street Driveway North East South West 4- 1 LL1.rn I .1. 1 ..,T,,. N,. - - u.m,n -,. CN -XI - Nthl nw ten u.TUm - -W/ -.. - - nuu tell U -TUm M'�xa [W -50 ioW Total 4:15 PM 0 1 1 0 0 0 2 1 0 0 0 0 0 1 0 2 0 0 0 0 2 0 0 0 0 0 0 0 5 4:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 5 0 0 0 0 5 0 0 0 0 0 0 0 6 4:45 PM 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 4 0 0 0 0 4 0 0 0 0 0 0 0 7 5:00 PM 0 0 2 0 0 0 2 2 0 0 0 0 0 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 5 Total Volume 0 4 4 0 0 0 8 3 0 0 0 0 0 3 0 12 0 0 0 0 12 0 0 0 0 0 0 0 23 %Approach Total 0.0 50.0 50.0 0.0 o.o o.o 100.0 0.0 0.0 ao o.o OA 0.0 loo.D o.o D.0 oo 0.0 0.0 0.0 0.0 CID o.0 0.D PHF 0.000 0.333 0.500 0.000 0.000 0.000 0.667 0.375 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.600 0.000 0.000 0.000 0.000 0.600 0.000 D.000 0.000 0.000 DODO 0.000 0.000 0.821 Entering Leg Exiting Leg Total 0 4 4 0 0 0 8 3 0 0 0 0 0 3 0 12 0 0 0 0 12 0 0 0 0 0 0 0 23 is 4I 4I 01 23 01 46 Page 5 PDI File #: 175673 F Location: N: Spring Street S: Spring Street Location: E: Concord Avenue W: Driveway City, State: Lexington, MA Client: MDW M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: TO PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 ORlce ., 508- 875.0100 Fax:508- 875.0118 Email: datarequests @pdillc.com Pedestrians 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 Spring Street 0 0 0 Concord Avenue 0 1 0 0 Spring Street 0 0 0 Driveway 0 0 North East South West TO FIRM 1 TN. 1 furs LLiwn -40 1 CW.- row ft. I auu I .. I Utum I f.W -sA I --. 1 rahl -1 1 Thu 1 -11 1 .-,n 1 CW -WB -- I - -1 1 Tuu 1 1-11 1 U -turn CW-xB CM -sA TmJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 1 0 1 0 0 0 0 1 1 2 0 0 0 0 2 0 2 5 1 2 2 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6 10 10 5:00 PM 5:15 PM 5:30 PM 5:45 PM Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 1 2 brand Total I 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 B Approach % 0.0 0.0 0.0 0.0 0A 700.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 38.5 61.5 Total % 0.0 0.0 0.0 0.0 0.0 7.3 7.1 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 0A 0.0 0.0 0.0 0.0 OA 3s.7 s7.1 Exiting Leg Total I 11 Peak Hour Analvsis from 04:00 PM to 06:00 PM besins at: 0 4 0 0 4 14 14 4:00 PM Spring Street Concord Avenue Spring Street Driveway North East South West No" TM1U leh LLTum [W {B (VI -WB ToW Ff{M lhry leh LLium M-71 (W�NB T-1 U {hs 1MU leh Ulum [W -WB M'hB Tolal IU{hl iM1V lth U•TUrn CWNB IMIBB TeW TOtal 4:00 PM 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 5 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 Total volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6 10 10 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 oA 0.0 0.0 0A 0.0 0.0 0.0 0.0 40.0 60.0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.500 0.300 0.500 0.500 Entering Leg 10 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 0 0 0 01 0 0 0 0 4 6 101 10 Exiting Leg 0 0 0 10 10 Total 01 01 01 201 20 Page 6 PDI File #: 175673 G Location: N: Route 2 ES Ramps Location: E. Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: 2 34 0 36 0 37 0 37 0 34 0 34 1 26 0 27 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508.675.0100 Fax:508 -875 -0118 Ema II: datarequ esu @pd ilk com Cars. Heaw Vehicles. and Buses (Combined) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 58 Route 2 EB Ramps 0 58 Concord Avenue 39 0 Concord Avenue 69 88 North East West Total Right lest U -Turn I Total Right Thru U Tum I Total Thru I Left I U -Tum I Total 45 0 0 45 73 0 0 73 60 0 0 60 65 0 0 65 2 34 0 36 0 37 0 37 0 34 0 34 1 26 0 27 24 83 0 107 32 74 0 106 24 97 0 121 50 115 0 165 188 216 215 257 Total 243 0 0 243 3 131 0 134 130 369 0 499 876 5:00 PM 58 0 0 58 3 39 0 42 69 88 0 157 257 5:15 PM 73 0 0 73 0 27 0 27 70 107 0 177 277 5:30 PM 63 0 0 63 1 39 0 40 44 100 0 144 247 5 :45 PM 69 0 0 69 0 19 0 19 57 96 0 153 241 Total 263 0 0 263 4 124 0 128 240 391 0 631 1022 Grand Total 506 0 0 506 7 255 0 262 370 760 0 1130 1898 Approach *A 100.0 0.0 0.0 2 2.7 97.3 0.0 8 32.7 67.3 0.0 5 IS Total% 26.7 0.0 0.0 26.7 0.4 114 0.0 13.8 19.5 40.0 0.0 59.5 0.8 Exiting leg Total 0 0 0 767 0 5 0 370 0 3 0 761 1898 Cars 501 0 0 501 7 247 0 254 366 755 0 1121 1876 %Cars 99.0 0.0 0.0 99.0 100.0 96.9 0.0 96.9 98.9 99.3 0.0 99.2 98.8 Exiting Leg Total Thru left I U -Tum Total 762 4:45 PM 65 0 0 366 1 26 0 27 748 1876 Heavy Vehicles 3 0 0 3 0 0 0 0 3 1 0 4 7 %Heavy Vehicles 0.6 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.8 0.1 0.0 0.4 0.4 Exiting Leg Total 39 0 40 44 1 144 247 Total Volume 3 0 0 259 5 3 7 Buses 2 0 0 2 0 8 0 8 1 4 0 5 IS % Buses 0.4 0.0 0.0 0.4 0.0 3.1 0.0 3.1 0.3 0.5 0.0 0.4 0.8 Exiting Leg Total 0 0 0 4 0 5 0 1 0 3 0 10 15 Perak Henir Analvcic from 04,00 PM to 0 &nn PM hPainc at 4:45 PM 257 Route 2 EB Ramps 0 257 Concord Avenue 126 0 Concord Avenue 231 407 0 638 North Can % 99.2 East 0.0 99.2 West 96.2 0.0 96.3 Right Leh I U -Tum Total Right Thru U -Tum Total Thru left I U -Tum Total Total 4:45 PM 65 0 0 65 1 26 0 27 50 115 0 165 257 5:00 PM 58 0 0 58 3 39 0 42 69 88 0 157 257 5:15 PM 73 0 0 73 0 27 0 27 70 107 0 177 277 5:30 PM 63 0 0 63 1 39 0 40 44 100 0 144 247 Total Volume 259 0 0 259 5 131 0 136 233 410 0 643 1038 %Approach Total 100.0 0.0 010 0 3.7 96.3 0.0 407 36.2 63.8 0.0 1026 Heavy Enter leg PHF 0.887 0.000 0.000 0.887 0.417 0.840 0.000 0.810 0.832 0.891 0.000 0.908 0.937 Cars 257 0 0 257 5 126 0 131 231 407 0 638 1026 Can % 99.2 010 0.0 99.2 100.0 96.2 0.0 96.3 99.1 99.3 0.0 991 98.8 Heavy Vehicles 2 0 0 2 0 0 0 0 2 0 0 2 4 Heavy Vehicles % 0.8 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.3 0.4 Buses 0 0 0 0 0 5 0 5 0 3 0 3 8 Buses % 0.0 0.0 0.0 0.0 0.0 3.8 0.0 3.7 0.0 03 0.0 0.5 0.8 Cars Enter leg 257 0 0 257 5 126 0 131 231 407 0 638 1026 Heavy Enter leg 2 0 0 2 0 0 0 0 2 0 0 2 4 Bus Enter Leg 0 0 0 0 0 5 0 5 0 3 0 3 8 Total Entering leg 259 0 0 259 5 131 0 136 233 410 0 643 1038 cars Exiting Leg 412 231 383 1026 Heavy Exiting Leg 0 2 2 4 Buses Exiling Leg 3 0 5 8 Total Exiting Leg 415 233 390 103! Page 1 PDI File #: 1756736 Location: N. Route 2 EB Ramps Location: E: Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: Total PRECISION D A T A INDUSTRIES,LLC 46 Morton Street, Framingham, MA 01702 OHIce:508- 875.0100 Fax:508.875 -0118 Email: datarequests @polllccom Bicycles (on Roadwav and Crosswalks) 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 Route 2 EB Ramps 0 0 0 0 Concord Avenue 0 1 0 0 Concord Avenue 0 1 1 North East West Total N{hl +erl u... I CW -[e M'WB TatJ Fdr! lhu WTU,n - - Tow Thu leh VTU.n CW+ +e -.19 1 T-w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 2 0 0 0 0 2 1 0 0 0 0 1 0 0 0 0 0 0 1 2 1 0 Total 0 0 0 0 0 01 0 0 0 0 0 01 4 0 0 0 0 41 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 0 5 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 2 1 0 0 0 0 1 3 Total 0 0 0 0 0 0 0 7 0 0 0 7 2 0 0 0 0 2 9 Grand Total 0 0 0 0 0 0 0 7 0 0 0 7 6 0 0 0 0 6 13 Approach % 0.0 0.0 0.0 010 0.0 0.0 100.0 0.0 0.0 0.0 0 100.0 O.0 0.0 0.0 0.0 1 3 Total% 0.0 0.0 0.0 0.0 OA 0.0 0.0 53.8 0.0 OA 0.0 53.8 46.2 010 0.0 010 0.0 461 9 Exiting Leg Total 0.0 0 o.o o.o 100.0 0.0 0.0 6 100.0 0.0 0.0 0.0 0.0 7 13 Peak Hour Analvsis from 04:00 PM to 06:00 PM beeins at: 0.000 O.000 OAoo 0.000 0.000 0.000 0.000 0.350 0.000 OA00 0.000 0.350 0500 0.000 O.ODO 0.000 0.000 0300 5:00 PM Route 2 EB Ramps Concord Avenue Concord Avenue North East West WShI tell uanm CW.re Cll' -We 7- Nth[ Thu Uluin M'3e tWa+B Told Thu 4h .-, [w++6 - tool Total 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 0 5 5:45 PM 0 0 0 0 0 0 0 2 0 0 0 2 1 0 0 0 0 1 3 Total volume 0 0 0 0 0 0 0 7 0 0 0 7 2 0 0 0 0 2 9 %Approach Total 0.0 0.0 0.0 0.0 o.o o.o 100.0 0.0 0.0 o.o 100.0 0.0 0.0 0.0 0.0 PHF 0.000 O.000 OAoo 0.000 0.000 0.000 0.000 0.350 0.000 OA00 0.000 0.350 0500 0.000 O.ODO 0.000 0.000 0300 OA50 Entering Leg I 0 0 0 0 0 0 0 7 0 0 0 Exiting Leg Q Total 0 2 0 0 0 0 21 9 7 9 91 18 Page 5 PDI File H: 175673 G Location: N: Route 2 EB Ramps Location: E: Concord Avenue W: Concord Avenue City, State: Lexington, MA Client: MDM/ M. Houle Site Code: 887 Count Date: Wednesday, May 17, 2017 Start Time: 4:00 PM End Time: 6:00 PM Class: Total 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 Office: 508-875 Fax:508.875 -0118 Emall;datarequests@pdilic.com Pedestrians 4:00 PM 4 :15 PM 430 PM 4:45 PM 0 0 0 0 0 Route 2 EB Ramps 0 0 0 0 Concord Avenue 0 0 0 0 Concord Avenue 0 0 0 North East West Total N[h[ lrn [Hum CN-[B tW WB low Noy Thu u -Twn -.- QYJ1! Tow - - u.TUm [Will .. I Tow 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Approach % 0.0 0.0 ao 0.0 0.0 0 0 0 0.0 0.0 0.0 0.0 010 0 0.0 0.0 0.0 0.0 0.0 0 0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0A 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0 Exiting Leg Total 0.0 0 0.0 0.0 0.0 0.0 0.o 0 0.0 0.0 0.0 0.0 0.0 0 0 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 0.000 0.000 0.000 0.000 01000 0.000 0.000 0.000 0.000 0= 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4:00 PM Route 2 EB Ramps Concord Avenue Concord Avenue North East West NO, - LLTum CW -[[ [W -WB Tow Nlh[ - u,-,- CrFSI -.. Tow Tlry 4h -1. [W1ll mss Tow Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 of 0 0 0 0 0 0 0 Totalvolume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.o 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 01000 0.000 0.000 0.000 0.000 0= 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg Exiting Leg Total 0 0 0 0 0 OI 0 0 0 0 0 0 0 0 0 0 0 0 OI 0 0 0 01 0 Page 6 ❑ Seasonal /Yearly Growth Q iz LL Q ti 0 W Uf Q Q'O_ O�d'� (off W O N N -p ° } V C co cl� r!' VCno ,°no Maw o0 Qoo T �N O� n Cl) 0) r CV <- m <Y t7 V o� c n p c e co o co O r ch fA N r a CO Z NV MV Cl) VN'' Iq U N o OOpo �o �o O n r N N O 0 0 V V V VI' a'Oo 0o Oo cep Lu� O � O ti 0 C', r LK r 0 N v- 0 - O � O n 0 ° �Orn,orn ry nco � Qv m v v v J ft) a st c CO c co, u7 :D p Cl) v t ° v v Q F Oz "'t- *Ln�O v N Or Tri fir. CP 0 V ' O C' V im ' Vim' U O} N O� n a),- N V t0 ro n° fno N LL �tQ 010 n° r- Cl) N 0 LO' V L V Q E�00i° CD �0 a) Cl) Y Q C h' 7 N 0 V LO � V V V O N uj 0: co \° N F Q n t0 tiN ON 0 CN co co ce) m D `r t ;r V Z W (OO N coo q co L r� m O a to CC r O V VN' a °v co M O �ZO� (0'.1- N O o "t o "' o 0 0 0-QjOM fn -00 Mr t F 0 U a r c 0 y o � m l4 Q � m m o fA v a) >- O r r r T U) w O e V \0 0 o W NT C } O LO LO LO cr) r r 0 QV- O�NOO' M V CD 0 COO`f[ ° 00 Z �q to N v v U')r T r r ~O° ((O° MCD 0 CC! CO_ ° 4:6 (°o O co r W LO N 0 U) N 0) U) (n (n NO Cnf1 C0' M T r (D r- Lo C Qr a N C rI cv to co kc r T J n o O o n CO ODO N. m M co Ul r r o m Lo P, N O CO T T ui F } \° \° N Lo tQ N LO O r2 '131 r N 0 co ui m X LO T r 0 ° Zo�rn�vo° ' Q bD M CD M ft) to T W ~ \ L? ° 0 n Q O O N T 0 � r j(mLOo Coo U Lu W to C? T J co co r Q O M' O LO C6 (6 F X n o O 0 W N � O o } N M Woo V,� f`" q} QWf O M off)r Occfo'1 o00 Z a fog >Ol n Cl) Z , F M O c", O�Nf�° V f n n Of CL LO Co Cl) o m101 d(� D� \tO IO( QI( -j O 0 �Mfi for J� n m N LO ^ CO n z Ljj Q J O O a a1 (fl U. n n O v~i�n�� Q O a) N n n lli Q n N a Z S` (O CO 0 ti n C) W W - n O J C6 cli to O n 0 co O co as Q (0 f0 F N Z IC -=7 C Q C � c wit Q. C Qc Qc 21 FS Z ( Q C d^ O d° H fn H O rob 1J N r P O H u O 1-4 43 is 0 V W 3 y 0 3 H O C'J H rd m ?+ m 0 rn Q p � 0 ti g ti h w Co U J 0 a) rn to CL Z O U W U) U cc U m V co lL LL LL _ E E f/) N y N 7 7 N m (` Q Q Q Q j m m w m C c r- Ov 0 W N f0 0 O OT C6 O (6 0 U > (n U) d^ O d° H fn H O rob 1J N r P O H u O 1-4 43 is 0 V W 3 y 0 3 H O C'J H rd m ?+ m 0 rn Q p � 0 ti g ti h w Co U J 0 a) rn to CL Z O U W U) ❑ Speed Data Hayden Avenue between #45 and #55/65 Driveways City, State: Lexington, MA Client: MDM/ C. Jones PRECISION D A T A INDUSTRIES, LLC P.O.Bo 301 Bedin,MA 01503 OBice:508.481.3999 F=508545.1234 Email: datatequests@pdd1ccom 144050 A Speed Site Code: 769 Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 % ile Speed 09/09/ 14 0 0 0 0 2 1 1 2 0 0 0 0 0 6 46 39 01:00 0 0 0 0 0 0 5 1 0 0 0 0 0 6 45 43 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 0 0 0 0 1 1 0 0 0 0 0 0 0 2 37 34 04:00 0 0 0 0 0 0 2 0 0 0 0 0 0 2 43 42 05:00 0 0 0 1 4 3 5 1 0 0 0 0 0 14 43 37 06:00 0 0 1 0 3 15 19 11 2 1 0 0 0 52 46 41 07:00 0 0 1 7 14 35 37 24 8 1 0 0 1 128 46 40 08:00 1 0 2 8 34 42 48 38 4 1 0 0 0 178 46 39 09:00 3 0 9 6 14 41 39 21 7 4 0 0 0 144 46 38 10:00 0 0 0 0 7 25 43 23 6 0 0 0 0 104 46 42 11:00 0 0 0 0 5 29 48 32 4 1 0 0 0 119 46 42 12 PM 0 1 0 2 7 41 63 39 10 0 0 0 0 163 47 42 13:00 0 0 2 0 7 21 44 27 3 0 0 0 0 104 46 42 14:00 0 0 0 2 9 15 38 22 8 3 1 0 0 98 48 43 15:00 0 0 0 1 4 15 44 31 14 3 0 0 0 112 49 44 16:00 0 0 0 0 3 35 82 54 19 5 0 0 1 199 48 44 17:00 0 1 3 2 8 47 116 82 27 7 0 0 0 293 48 43 18:00 0 0 0 3 3 25 50 57 8 2 0 0 0 148 48 43 19:00 0 0 0 0 9 22 17 8 1 0 0 0 0 57 44 39 20 :00 0 0 1 4 1 9 11 6 2 0 0 0 0 34 46 39 21:00 0 1 0 0 2 3 7 10 2 0 0 0 0 25 48 42 22:00 0 0 0 1 1 3 3 1 1 0 0 0 0 10 46 40 23:00 0 0 0 0 1 0 4 2 1 0 0 0 0 8 48 43 Total 4 3 19 37 139 428 726 492 127 28 1 0 2 2006 % 02% 0.1% 0.9% 1.8% 6.9% 21.3% 36.2% 24.5% 6.3% 1.4% 0.0% 0.0% 0.1% AM Peak 09 :00 09:00 08:00 08:00 08:00 08:00 08:00 07:00 09:00 07:00 08 :00 Vol. 3 9 8 34 42 48 38 8 4 1 178 PM Peak 12:00 17:00 20 :00 14:00 17:00 17:00 17:00 17:00 17:00 14:00 16:00 17:00 Vol. 1 3 4 9 47 116 82 27 7 1 1 293 Stats 15th Percentile: 34 MPH 50th Percentile : 41 MPH 85th Percentile : 47 MPH 95th Percentile : 51 MPH Mean Speed(Average) : 42 MPH 10 MPH Pace Speed: 38-47 MPH Number in Pace: 1190 Percent in Pace : 59.4% Number of Vehicles > 40 MPH: 1190 Percent of Vehicles > 40 MPH: 59.4% Page 1 Hayden Avenue between #45 and #55/65 Driveways City, State: Lexington, MA Client: MDM/ C. Jones PRECISION D A T A INDUSTRIES, LLC P.o.B -301 Bvlin,MA 01503 Office: 508.4813999 F=508545.1234 Emai I: damrequests@pdillcmm 144050 A Speed Site Code: 769 Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 % ile Speed 09/10/ 14 0 0 0 0 0 0 2 0 0 0 0 0 0 2 43 42 01:00 0 0 0 0 0 1 3 1 0 0 0 0 0 5 45 42 02:00 0 0 0 0 0 0 1 0 0 0 0 0 0 1 43 42 03:00 0 0 0 1 0 0 0 0 0 0 0 0 0 1 28 27 04:00 0 0 0 0 0 1 0 0 0 0 0 0 0 1 38 37 05:00 0 0 0 0 0 2 7 2 1 0 0 0 0 12 46 43 06:00 0 0 1 0 6 13 18 18 2 0 0 0 0 58 47 41 07:00 0 0 0 2 12 48 43 29 5 0 1 0 0 140 46 41 08:00 1 0 2 9 23 49 65 26 1 1 0 0 0 177 44 39 09:00 0 0 0 4 5 39 44 30 6 0 0 0 0 128 46 41 10:00 0 0 1 0 6 16 26 22 4 3 0 0 0 78 48 42 11:00 0 0 1 0 4 26 61 32 6 0 0 0 0 130 46 42 12 PM 0 1 0 0 4 38 61 30 8 1 0 0 0 143 46 42 13:00 0 1 0 0 6 25 47 21 6 0 0 0 0 106 46 41 14:00 0 1 0 0 0 18 22 26 5 1 0 0 0 73 48 43 15:00 0 0 0 0 4 25 45 30 9 0 0 0 0 113 47 43 16:00 0 1 0 0 6 32 101 55 21 4 0 0 0 220 48 43 17:00 1 0 0 3 6 48 114 83 13 3 1 1 0 273 47 43 18:00 0 0 1 0 6 16 37 28 5 0 0 0 0 93 47 42 19:00 0 0 0 0 5 14 18 16 6 1 0 0 0 60 48 43 20:00 0 0 1 0 3 10 10 6 4 0 0 0 0 34 48 41 21:00 0 0 0 0 4 5 6 11 2 0 1 0 0 29 48 43 22:00 0 0 0 0 0 3 2 1 2 0 0 0 0 8 51 43 23:00 0 0 0 0 0 2 2 1 0 0 0 0 1 6 45 41 Total 2 4 7 19 100 431 735 468 106 14 3 1 1 1891 % 0.1% 0.2% 0.4% 1.0% 5.3% 22.8% 38.9% 24.7% 5.6% 0.7% 0.2% 0.1% 0.1% AM Peak 08 :00 08:00 08:00 08:00 08:00 08:00 11:00 09:00 10:00 07:00 08:00 Vol. 1 2 9 23 49 65 32 6 3 1 177 PM Peak 17:00 12:00 18:00 17:00 13:00 17:00 17:00 17:00 16:00 16:00 17 :00 17:00 23:00 17:00 Vol. 1 1 1 3 6 48 114 83 21 4 1 1 1 273 Stats 15th Percentile : 35 MPH 50th Percentile : 41 MPH 85th Percentile : 47 MPH 95th Percentile : 50 MPH Mean Speed(Average) : 42 MPH 10 MPH Pace Speed: 38-47 MPH Number in Pace: 1186 Percent in Pace : 62.8% Number of Vehicles > 40 MPH: 1136 Percent of Vehicles > 40 MPH: 60.1% Page 2 Hayden Avenue between #45 and #55/65 Driveways City, State: Lexington, MA Client: MDM/ C. Jones PRECISION D A T A INDUSTRIES, LLC RaBoc301 BCdIn,MA 01503 office:50 1K4813999 F=508545.1234 Email: daurequesis@pdillccom 144050 A Speed Site Code: 769 Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 % Ile Speed 09/09/ 14 0 0 0 0 0 0 5 3 3 1 0 0 0 12 52 47 01:00 0 0 0 0 1 0 3 0 0 0 0 0 0 4 43 39 02:00 0 0 0 0 0 3 3 1 0 0 0 1 0 8 46 43 03:00 0 0 0 0 0 1 2 0 1 0 0 0 0 4 51 43 04:00 0 0 0 0 0 2 2 2 1 0 0 0 0 7 49 43 05:00 0 0 0 0 1 8 14 13 16 6 0 0 0 58 53 47 06:00 0 0 0 1 1 14 54 53 29 5 2 0 0 159 51 46 07:00 0 0 0 0 4 60 237 202 51 5 0 1 0 560 48 44 08:00 0 0 0 2 58 277 403 194 19 1 0 0 0 954 45 41 09:00 18 8 6 5 27 80 188 157 63 8 1 0 0 561 48 41 10:00 0 0 0 0 3 23 95 88 40 11 0 0 0 260 50 45 11:00 0 0 1 2 6 39 93 87 32 6 0 0 0 266 49 44 12 PM 1 0 0 0 7 53 121 95 24 6 0 0 0 307 48 43 13:00 0 0 0 1 7 52 76 74 27 5 0 0 0 242 49 44 14:00 0 0 0 1 14 37 85 84 33 8 0 1 1 264 49 44 15:00 0 0 0 1 6 36 111 126 27 7 0 0 0 314 48 44 16:00 0 0 0 3 23 61 140 88 32 5 0 0 0 352 48 43 17:00 0 0 0 5 30 87 157 123 30 7 1 0 0 440 48 43 18:00 0 0 1 6 18 61 104 59 20 7 1 1 0 278 48 42 19:00 1 0 0 2 14 27 42 37 10 1 0 0 0 134 47 42 20:00 0 0 1 2 3 20 39 28 20 1 0 0 0 114 50 44 21:00 0 0 2 1 3 8 23 31 7 4 0 0 0 79 49 44 22:00 0 0 0 0 3 5 20 12 7 1 0 0 0 48 49 44 23:00 0 0 0 0 1 3 12 11 4 1 0 0 0 32 49 45 Total 20 8 11 32 230 957 2029 1568 496 96 5 4 1 5457 % 0.4% 0.1% 0.2% 0.6% 4.2% 17.5% 37.2% 28.7% 9.1% 1.8% 0.1% 0.1% 0.0% AM Peak 09:00 09:00 09:00 09:00 08:00 08:00 08:00 07:00 09:00 10:00 06:00 02:00 08:00 Vol. 18 8 6 5 58 277 403 202 63 11 2 1 954 PM Peak 12:00 21:00 18:00 17:00 17:00 17:00 15:00 14:00 14:00 17:00 14:00 14:00 17:00 Vol. 1 2 6 30 87 157 126 33 8 1 1 1 440 Stats 15th Percentile : 36 MPH 50th Percentile: 42 MPH 85th Percentile ; 48 MPH 95th Percentile : 52 MPH Mean Speed(Average) : 43 MPH 10 MPH Pace Speed: 39-48 MPH Number in Pace: 3379 Percent in Pace: 61.9% Number of Vehicles > 40 MPH : 3690 Percent of Vehicles > 40 MPH : 67.6% Page 3 Hayden Avenue between #45 and #55/65 Driveways City, State: Lexington, MA Client: MDM/ C. Jones PRECISION D A T A INDUSTRIES, LLC P.O.Bu301 Berlin,MA 01503 OBice:50 &481.3999 F=508545.1234 Email:datarequesu @ pdillc m 144050 A Speed Site Code: 769 Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 % ile Speed 09/10/ 14 0 0 0 0 1 3 7 5 2 0 0 0 0 18 48 43 01:00 0 0 0 0 0 3 1 3 1 1 0 0 0 9 52 45 02:00 0 0 0 0 0 0 0 0 1 1 0 0 0 2 57 54 03:00 0 0 0 0 1 1 1 1 0 0 0 0 0 4 45 39 04:00 0 0 0 0 0 3 3 4 2 1 0 0 1 14 51 45 05:00 0 0 1 0 0 5 15 20 11 5 0 0 0 57 52 46 06:00 0 0 0 0 3 11 48 55 26 5 1 0 0 149 50 46 07:00 0 0 0 1 17 73 216 208 54 5 1 0 1 576 48 44 08:00 0 0 0 6 69 253 352 184 30 4 0 0 0 898 46 41 09:00 0 0 0 9 18 70 175 160 49 8 1 1 0 491 48 44 10:00 0 0 0 1 4 34 99 89 28 7 1 0 0 263 49 44 11:00 0 0 0 4 7 26 110 72 37 5 1 0 0 262 49 44 12 PM 0 0 0 4 15 47 103 94 20 4 1 0 0 288 48 43 13:00 0 1 0 0 6 38 107 99 17 3 0 0 0 271 48 44 14:00 0 0 2 2 14 37 100 70 36 2 2 0 0 265 49 43 15:00 0 0 0 1 10 26 111 103 41 5 5 1 1 304 50 45 16:00 0 0 0 1 20 83 158 123 31 6 0 0 0 422 48 43 17:00 0 0 0 7 22 77 161 131 37 4 0 0 0 439 48 43 18:00 1 0 0 0 10 61 83 83 32 6 1 0 0 277 49 43 19:00 0 0 0 2 10 30 47 56 17 3 0 0 0 165 48 43 20:00 0 0 0 0 2 26 25 41 8 0 1 1 0 104 48 44 21:00 0 0 0 1 1 9 34 26 12 3 0 0 0 86 50 45 22:00 0 0 0 0 2 11 15 17 9 1 0 0 0 55 50 44 23:00 0 0 0 1 0 4 10 7 2 2 0 0 0 26 49 44 Total 1 1 3 40 232 931 1981 1651 503 81 15 3 3 5445 % 0.0% 0.0% 0.1% 0.7% 4.3% 17.1% 36.4% 30.3% 9.2% 1.5% 0.3% 0.1% 0.1% AM Peak 05:00 09:00 08:00 08:00 08:00 07:00 07:00 09:00 06:00 09:00 04:00 08:00 Vol. 1 9 69 253 352 208 54 8 1 1 1 898 PM Peak 18:00 13:00 14:00 17:00 17:00 16:00 17:00 17:00 15:00 16:00 15:00 15:00 15:00 17:00 Vol. 1 1 2 7 22 83 161 131 41 6 5 1 1 439 Stats 15th Percentile : 36 MPH 50th Percentile : 42 MPH 85th Percentile : 48 MPH 95th Percentile: 52 MPH Mean Speed(Average) : 43 MPH 10 MPH Pace Speed: 39-48 MPH Number in Pace: 3400 Percent in Pace : 62.5% Number of Vehicles > 40 MPH: 3759 Percent of Vehicles > 40 MPH: 69.1% Page 4 o Crash Data Moving MaSjUC1JUAfftXF01WW4 OT Wi, Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN: Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED: SIGNALIZED: — INTERSECTION DATA — ------------------------------------------------------------------------------------------------------------------------------- MAJOR STREET -. Hayden Avenue MINOR STREET(S) : Spring Street INTERSECTION DIAGRAM (Label Approaches) APPROACH 1193=6 Kel Z I PEAK HOURLY VOLUMES (PM) : PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SIB NB Approach Volume F367 406 423 615 Comments: -MassDOT District 4 Avg: Signalized = 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Spring Street I (3) North Shire Way Hayden Avenue (2) Spring Street (4) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SIB NB Approach Volume F367 406 423 615 Comments: -MassDOT District 4 Avg: Signalized = 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Mavirg AfRJ%JC1,w..=F4/� wd jE Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED : SIGNALIZED: INTERSECTION DATA -------------------------------------------------------- --- -------------------------------------------------------------- - - - - -- MAJOR STREET: Hayden Avenue MINOR STREET(S): Route 2 On Ram INTERSECTION DIAGRAM (Label Approaches) APPROACH: DIRECTION: PEAK HOURLY VOLUMES (PM) : I North Hayden Avenue Hayden Avenue (1) (2) Route 2 On Ramp (4) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SB NB Approach Volume 361 209 426 996 Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington a; Highway h way INTERSECTION CRASH RATE WORKSHEET CITY/TOWN: Lexington, MA DISTRICT: 4 UNSIGNALIZED �M COUNT DATE: May -17 SIGNALIZED: — INTERSECTION DATA — -------------------------------------------------------- - ------------------------------------------------------------------ MAJOR STREET: Concord Avenue MINOR STREET(S) - Route 2 EB Off Ram INTERSECTION DIAGRAM (Label Approaches) DIRECTION: PEAK HOURLY VOLUMES (PM) : Rt 2 EB Off Ramp North (3) Concord Avenue Concord Avenue (2) PEAK HOUR VOLUMES Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Total Peak 1 2 3 4 5 Hourly Approach EB WB SB NB Volume 643 136 259 Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington MuvirJg M.rtY.rclruu!!s'Furw:nd. Apegft rne 7-ssL i A Oft T 9 Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED : SIGNALIZED: INTERSECTION DATA -------------------------------------------------- - - - - -- ---------------------------------------------------------------- - - - - -- MAJOR STREET: Waltham Street MINOR STREET(S) : Hayden Avenue INTERSECTION DIAGRAM (Label Approaches) APPROACH: DIRECTION: PEAK HOURLY VOLUMES (PM) : f Waltham Street (3) North HaydenAve Route 2 WB Off Ramp (1) (2) Waltham Street (4) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SIB NB Approach Volume 618 340 874 738 2,570 Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Highway INTERSECTION CRASH RATE WORKSHEET CITYfTOWN: Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED: SIGNALIZED: — INTERSECTION DATA — ------------------------------------------------------------------------------------------------------------------------------- MAJOR STREET: Spring Street MINOR STREET(S): Concord Avenue INTERSECTION DIAGRAM (Label Approaches) FWAV1011,09010110 DIRECTION PEAK HOURLY VOLUMES (PM) : Spring Street (3) North Concord Avenue (2) Spring Street F (4) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SB NB Approach Volume 364 717 822 Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Maving M,nX >Churc![rFanva�rt. al Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED : SIGNALIZED: �X INTERSECTION DATA — ------------------------------------------------------------------------------------------------------------------------------- MAJOR STREET: Marrett Road (Route 2A) at Bridge Street (Route 2A) MINOR STREET(S): Spring Street INTERSECTION DIAGRAM (Label Approaches) APPROACH DIRECTION PEAK HOURLY VOLUMES (PM) : North Spring Street Bridge Street (1) (Route 2A) Marrett Road (Route 2A) (4) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SB NB Approach Volume 554 361 592 1,507 Comments: MassDOT District 4 Avg: Signalized= 0.73; Unsignalized = 0.56 Project Title & Date: 887 - Lexington Yassv T a, Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN: Lexington, MA COUNT DATE: May -17 DISTRICT: 4 UNSIGNALIZED: SIGNALIZED: — INTERSECTION DATA — --------------------------------------------------------------------------------------------------------- --------------------- MAJOR STREET: Hayden Avenue MINOR STREET(S): 55 Hatden Avenue Site Driveway INTERSECTION DIAGRAM (Label Approaches) APPROACH DIRECTION PEAK HOURLY VOLUMES (PM) : IHayden Avenue North 1 Spring Street Bridge Street (1) (Route 2A) PEAK HOUR VOLUMES Total Peak 1 2 3 4 5 Hourly EB WB SB NB Approach Volume 220 404 74 Comments: Mass DOT District 4 Avg: Signalized= 0.73; U nsig nalized = 0.56 Project Title & Date: 887 - Lexington F� 1a1 1 �r4 6ci, SS Q4 Q4 kk � 94 E 8 E E g g {( pp ¢$ E 5 ¢ S LE S L L S S L S S S S L S >I S L 1 S i'�rsii. � iggFF S - -y¢ - -p - -■ - - z FFF } p yj s 4 ga N 0 T uFZr t 'srgl` y W X J d M`e _ S i�r�t to k; gg5i E c" a-$y'g{ € t$gnCtsC�� d 9 d 3 tFs 3 �5 uses �S oxi� p4 r �trJB- yytr354b trl�; EEe� yyb� nntr �'�qqa yye� s EEe� �b(9� qqt� �e{� yyeS • ES L EiL� t*�� �`S ES Ei ES`LE ES ES f Es §a S ES' �L E� Ei �L L S L zL5tr 2 SS } 2 s �h g b W al: i o m _ CN Nry fi� f'.v N t3 R' O� S��Aee �'ki� a "" C J.w�t . �Yv W g� n� R < T ti4gg§ Log �g BSg 3 `o '; rn CL K s: t � x � iVf nil 6 1 ., 5 ^Zb E F S 3a ill_ €gq5 g 0 is f a �F S 351 tiff 3 4 s P.9 s hi s �i ��b� 85i �. ,fp j tl fig tlsg > �Y i yr Sid 4 t S p� a� 13 ffi 5w < H d WW ";3 3j F; 3 2f� b= iFl � E $ Z $ 2 �{p� {y9q�' SFY "4 g�7r.gyy E b ��3qqjj > E( C�Cyyyy�@ i 5 GyiG�� i kill 5'+gG�6 s�s$$Sqq i S i I. yy p> +}c, � yg fig fl gF E E. - F w gSg o xe=t D y qr4� C u.7 s 6 )yyfa; aF. ` l t0b!� n n �� t D h J ❑ Public Transportation Information LLJ Ls. a uj 0 t W LL QVJ rM u Z O u w z cc cc co N S F- F- O m Q , N E w ° E DyD U Er'DY n o 6 3 E o m M `, a E C y c ro E z oc r`o c c y c y v ac, o° m ,'a a E a,c�o al N .`Oy ¢ Oa 3 N � a, L m E c c cu J u v E' � o c O N a o E a aIE u 3 IYO ',Cr•. �+ C al ro a¢i� oNEE v' F --'cOY a� D OD a, -0 (D ' O o m a, 3 al ° y n M c� o t c ° (D J N' y O p Lo •p ''' O a, m ? 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U C c m p C', S�I� a aEvr �roso 0 o'M o o;.M- r >M I F pOU n I bill CL y 7 m N N O I N N `NY N M v to w .. a aPmi� l covm.a cr D O N ,M d W A'f t b 3 r� m d m O N a �r n I m BOO m m c¢ d p O � c P-lit Nto Vlllape '' M y uz t z v av m O On °Cfli,a, {O O r¢ ON m o¢ oc o FoF a o 0 0 0� N °,nom t°o o 0 0' ° € °:o 0 o r 0 N Mz fi C' ,h m O�Ot «NZ NM d #10; i CL co co > p_ j �W N rN,- N �NS� m FN N M .7 yyt0� ¢ U N p< N xM d iw; is # jOS CL m N N N N' l0 N N M� df0, O G> ° �� ; N 7 a- N M r d 1ifl� n ,< } + C" = OS N �N NN N M W m 00 U CO :�v m am'. ° it � �Tx N 4w d cnD; m O y AP O i0 m C07 t N< N .l7f d .1p, o a E C O mnm 'o o °o; °Oo oFO orolo CL a) U N s< N N N N Q 0 LA c a m ° m C c C Q m y f9 oz lj J C_ T C m � O c d pp C G N C V o V m ° 1 0 C u C C O m cu m— v c — G v 3 E °— Go (7 I v w U Y � = O � 3 � u m m E C 'L ui o° y O T N z u — u ° O1 7 OC 1-1 D o E T c o v a O C H yC O m C d C T > O' > 4l m ry T ' oG d m O C C U L a' o E ,n ti N N "O _ N Op > C C = N O C O U p to _ 01 y G y U C Y y T d C J > L 7 C J C N m. OL .° O O C "6 u 0 0 C ,a O � a of to ® a ;� O d O R � o " O y G[ ° E � F j } O O C i ? O ? m O w O c +! T N ? O E 'o d o E > x u m 7E c n o O 7 In > C c 2 c ¢ = C r O h N W LL N oz O O O > J ° ¢ o o � N o N rr � C u m ua'i C va'i O O u a c q u u In 0 2 2 xG J n Vt to a m o a d O N N N t ' N a. � �a M > NN 'R E N N N m a N t, of r mYJJ O 4' Q 0 01 O N` d W W W 01 Oi C O U N 0 W r: N M d OZ s ,a o o m d d:p ° ¢ d { +v4 d dSNIM C o L d N m UWU `7 is N tm a> .0 > p ° 1° O O O rrm 0 N r.N'yM drW! U C c m p C', S�I� a aEvr �roso 0 o'M o o;.M- r >M I F pOU n I bill CL y 7 m N N O I N N `NY N M v to w .. a aPmi� l covm.a cr D O N ,M d W A'f t b 3 r� m d m O N a �r n I m BOO m m c¢ d p O � c P-lit Nto Vlllape '' M y uz t z v av m O On °Cfli,a, {O O r¢ ON m o¢ oc o FoF a o 0 0 0� N °,nom t°o o 0 0' ° € °:o 0 o r 0 N Mz fi C' ,h m O�Ot «NZ NM d #10; i CL co co > p_ j �W N rN,- N �NS� m FN N M .7 yyt0� ¢ U N p< N xM d iw; is # jOS CL m N N N N' l0 N N M� df0, O G> ° �� ; N 7 a- N M r d 1ifl� n ,< } + C" = OS N �N NN N M W m 00 U CO :�v m am'. ° it � �Tx N 4w d cnD; m O y AP O i0 m C07 t N< N .l7f d .1p, o a E C O mnm 'o o °o; °Oo oFO orolo CL a) U N s< N N N N Q 0 LA c a m ° m C c C Q m y f9 oz lj J C_ T C m � O c d pp C G N C V o V m ° 1 0 C u C C O m cu m— v c — G v 3 E °— Go (7 I v w U Y � = O � 3 � u m m E C 'L ui o° y O T N z u — u ° O1 7 OC 1-1 D o E T c o v a O C H yC O m C d C T > O' > 4l m ry T ' oG d m O C C U L a' o E ,n ti N N "O _ N Op > C C = N O C O U p to _ 01 y G y U C Y y T d C J > L 7 C J C N m. OL .° O O C "6 u 0 0 C ,a O � a of to ® a ;� O d O R � o " O y G[ ° E � F j } O O C i ? O ? m O w O c +! T N ? O E 'o d o E > x u m 7E c n o O 7 In > C c 2 c ¢ = C r O h N W LL N oz O O O > J ° ¢ o o � N o N rr � C u m ua'i C va'i O O u a c q u u In 0 2 2 xG J n Vt to a m o a CL y 7 m N N O I N N `NY N M v to w .. a aPmi� l covm.a cr D O N ,M d W A'f t b 3 r� m d m O N a �r n I m BOO m m c¢ d p O � c P-lit Nto Vlllape '' M y uz t z v av m O On °Cfli,a, {O O r¢ ON m o¢ oc o FoF a o 0 0 0� N °,nom t°o o 0 0' ° € °:o 0 o r 0 N Mz fi C' ,h m O�Ot «NZ NM d #10; i CL co co > p_ j �W N rN,- N �NS� m FN N M .7 yyt0� ¢ U N p< N xM d iw; is # jOS CL m N N N N' l0 N N M� df0, O G> ° �� ; N 7 a- N M r d 1ifl� n ,< } + C" = OS N �N NN N M W m 00 U CO :�v m am'. ° it � �Tx N 4w d cnD; m O y AP O i0 m C07 t N< N .l7f d .1p, o a E C O mnm 'o o °o; °Oo oFO orolo CL a) U N s< N N N N Q 0 LA c a m ° m C c C Q m y f9 oz lj J C_ T C m � O c d pp C G N C V o V m ° 1 0 C u C C O m cu m— v c — G v 3 E °— Go (7 I v w U Y � = O � 3 � u m m E C 'L ui o° y O T N z u — u ° O1 7 OC 1-1 D o E T c o v a O C H yC O m C d C T > O' > 4l m ry T ' oG d m O C C U L a' o E ,n ti N N "O _ N Op > C C = N O C O U p to _ 01 y G y U C Y y T d C J > L 7 C J C N m. OL .° O O C "6 u 0 0 C ,a O � a of to ® a ;� O d O R � o " O y G[ ° E � F j } O O C i ? O ? m O w O c +! T N ? O E 'o d o E > x u m 7E c n o O 7 In > C c 2 c ¢ = C r O h N W LL N oz O O O > J ° ¢ o o � N o N rr � C u m ua'i C va'i O O u a c q u u In 0 2 2 xG J n Vt to a m o a i CL co co > p_ j �W N rN,- N �NS� m FN N M .7 yyt0� ¢ U N p< N xM d iw; is # jOS CL m N N N N' l0 N N M� df0, O G> ° �� ; N 7 a- N M r d 1ifl� n ,< } + C" = OS N �N NN N M W m 00 U CO :�v m am'. ° it � �Tx N 4w d cnD; m O y AP O i0 m C07 t N< N .l7f d .1p, o a E C O mnm 'o o °o; °Oo oFO orolo CL a) U N s< N N N N Q 0 LA c a m ° m C c C Q m y f9 oz lj J C_ T C m � O c d pp C G N C V o V m ° 1 0 C u C C O m cu m— v c — G v 3 E °— Go (7 I v w U Y � = O � 3 � u m m E C 'L ui o° y O T N z u — u ° O1 7 OC 1-1 D o E T c o v a O C H yC O m C d C T > O' > 4l m ry T ' oG d m O C C U L a' o E ,n ti N N "O _ N Op > C C = N O C O U p to _ 01 y G y U C Y y T d C J > L 7 C J C N m. OL .° O O C "6 u 0 0 C ,a O � a of to ® a ;� O d O R � o " O y G[ ° E � F j } O O C i ? O ? m O w O c +! T N ? O E 'o d o E > x u m 7E c n o O 7 In > C c 2 c ¢ = C r O h N W LL N oz O O O > J ° ¢ o o � N o N rr � C u m ua'i C va'i O O u a c q u u In 0 2 2 xG J n Vt to a m o a N N N Q 0 LA c a m ° m C c C Q m y f9 oz lj J C_ T C m � O c d pp C G N C V o V m ° 1 0 C u C C O m cu m— v c — G v 3 E °— Go (7 I v w U Y � = O � 3 � u m m E C 'L ui o° y O T N z u — u ° O1 7 OC 1-1 D o E T c o v a O C H yC O m C d C T > O' > 4l m ry T ' oG d m O C C U L a' o E ,n ti N N "O _ N Op > C C = N O C O U p to _ 01 y G y U C Y y T d C J > L 7 C J C N m. OL .° O O C "6 u 0 0 C ,a O � a of to ® a ;� O d O R � o " O y G[ ° E � F j } O O C i ? O ? m O w O c +! T N ? 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Im CD cc W, co cq 4 " _ '" " " 1-- to w , , co 1, ID 4, tol N ,t X, o Sight Distance Calculations Stopping Sight Distance Regulatory Travel Speed (Level Roadway) INPUTS Direction 1 Direction 2 Travel Direction EB WB Speed 40 40 Grade 0 0 t 2.5 2.5 a 11.2 11.2 Stopping Sight Distance (SSD) - Source: AASHTO SSD = Reaction Distance + Brake Distance Reaction Distance = 1.47 x t x V Brake Distance = V ^2 / (30 x ((a/32.2) +G)) t = reaction time (sec) V = travel speed (mph) G= roadway grade a - deceleration rate (ft/sec ^2) SPEED (MPH) BRAKE REACTION DISTANCE (FT) BRAKING DISTANCE (FT) CALCULATED STOPPING SIGHT DISTANCE (FT) Direction 1 EB 40 147 153.3 300 Direction 2 WB 40 1 147-1 153.3 300 INPUTS Direction 1 Direction 2 Travel Direction EB WB Speed 40 40 Grade 0 0 t 2.5 2.5 a 11.2 11.2 Stopping Sight Distance (SSD) - Source: AASHTO SSD = Reaction Distance + Brake Distance Reaction Distance = 1.47 x t x V Brake Distance = V ^2 / (30 x ((a/32.2) +G)) t = reaction time (sec) V = travel speed (mph) G= roadway grade a - deceleration rate (ft/sec ^2) Stopping Sight Distance Average Travel Speed (Level Roadway) INPUTS Direction 1 Travel Direction SPEED (MPH) BRAKE REACTION DISTANCE (FT) BRAKING DISTANCE (FT) CALCULATED STOPPING SIGHT DISTANCE (FT) 0 t 2.5 a 11.2 Direction 1 EB 42 154.35 169.1 323 Direction 2 WB 43 158.025 177.2 335 INPUTS Direction 1 Travel Direction EB Speed 42 Grade 0 t 2.5 a 11.2 JSSD = Reaction Distance + Brake Distance Reaction Distance = 1.47 x t x V Brake Distance = V ^2 / (30 x ((a/32.2) +G)) Where: t = reaction time (sec) V = travel speed (mph) G= roadway grade a - deceleration rate (ft/sec ^2) Direction 2 WB 43 0 2.5 11.2 Stopping Sight Distance 85th Percentile Travel Speed (Level Roadway) INPUTS Direction 1 Direction 2 Travel Direction EB WB Speed 47 48 Grade 0 0 t 2.5 2.5 a 11.2 11.2 SSD = Reaction Distance + Brake Distance Reaction Distance = 1.47 x t x V Brake Distance = V ^2 / (30 x ((a/32.2) +G)) Where: t = reaction time (sec) V = travel speed (mph) G= roadway grade a - deceleration rate (ft/sec ^2) SPEED (MPH) BRAKE REACTION DISTANCE (FT) BRAKING DISTANCE (FT) CALCULATED STOPPING SIGHT DISTANCE (FT) Direction 1 EB 47 172.725 211.7 384 LL-1 LL Direction 2 WB 48 1 176.4 1 220.8 397 INPUTS Direction 1 Direction 2 Travel Direction EB WB Speed 47 48 Grade 0 0 t 2.5 2.5 a 11.2 11.2 SSD = Reaction Distance + Brake Distance Reaction Distance = 1.47 x t x V Brake Distance = V ^2 / (30 x ((a/32.2) +G)) Where: t = reaction time (sec) V = travel speed (mph) G= roadway grade a - deceleration rate (ft/sec ^2) Intersection Sight Distance Calculations Source: A Policy on Geometric Design of Highways and Street, 6th Edition, AASHTO; 2011. Passenger Car ISD = 1.47 *V *t V = speed t = time gap t = 7.5 s for a passenger car for Left Turn from a Stop t = 6.5 s for a passenger car for Right Turn from a Stop Posted (Regulatory) Speed Limit Hayden Avenue ISD = 1.47 * 40 * 7.5 = 441 ft SAY 445 ft (left -turn from a stop) Hayden Avenue ISD = 1.47 * 40 * 6.5 = 383 ft SAY 385 ft (right -turn from a stop) ❑ Background Projects U U pails Wa4liuM }aalag 6uudg u m 'o � N Of � m � Z fA uj jlI /III 0z 0 O Z V LE W W � a it 0 GCS ,4 I Ma U z ui H z H a v U) C v Z oW z� o r H� o o z H o. cn m 'F l� N O N D n oa,p ti en y Q Q U h v U I Ali pails wey;leM aaal18 6uudg c u m N C tll � .R N � C d � z fA 11 II Olz LLI Z o O Z P O E RS � E �CCyS � W tt � a Gi W RS U z H z H a �D G G Z o z� N G G H � c UJ o o z U U c r a 3 F F, nni o ¢ � s F D u�0 a Q121 U0 5 U U IN IN 4 N O � y N )aajls W 241ILM leads 6uudg c O U d N d C d � 1= N OI R C d � Z U9 Lu 11 II ZIZ 0 Z a� U E i.l •'.1 O 0 � N � bA A . r.l A O Ri PC U z H z H N N .G Z G v O z CD HQ C rs H � O U o z u Qi c 0 H 3 I � N O VO) c�c E n o �O L .vn q LIU N U U P, 1� ` T o � � R� U) N ;aajag weyaleM pal1S 6uildg 0 v m N N C � N 01 C m � .Z Cn II II 0 z 0 O Z a� v U z vi H z F a v z .G z 0 G R H � z Ing � O v it 4-a H o •� o �x x � 0 0 N p,y bA A A W GAS U c _m 3 C O U 0 a w� l� N Ol0/1 � N yFp c d Wiz• Q L1U C " 9 KO loans weyllEM 0 U d !d C CI m Z rn I o 11 fn UJ j 11 ZZO loans 6uuds 0 O Z q d Rr a E. U _Z 6 ,Fj C O Z � c, O m Z H �I O �bH �+ L y �y O x R a a L O CQ b x v d 3 ��CEEC 9� §s Ed np= C n� E � is SA Z 2 s" 5 B $�O L O=� o�€ m c� 9 N C so loans u1e4flum c 0 U d d G d a_ 'o m N cn ni m C z rn N 11 V) W .J 11 0 WO z z loans 6ulids z z a d a M CJ Z_ a Z Ow z a O z Z¢ C F �� gg C7 w o V as � H �•aF y �y ,O Qx RI bD Q .p W b x d L �s z� y= i� E � ej r= 2 6 e z s S R�g g�� 5EF ❑ Trip Generation Institute of Transportation Engineers (ITE) 9th Edition Land Use Code (LUC) 710 - General Office Building Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 377.39 AVERAGE WEEKDAY DAILY Ln T = 0.76 Ln (X) + 3.68 Ln T = 0.76 Ln 377.4 + (3.68) Ln T = 8.19 T = 3602.17 T = 3,602 vehicle trips with 50% ( 1,801 vpd) entering and 50% ( 1,801 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T = 0.80 Ln (X) + 1.57 Ln T = 0.80 Ln 377.4 + (1.57) Ln T = 6.32 T = 553.70 T = 554 vehicle trips with 88% ( 488 vph) entering and 12% ( 66 vph) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.12 * (X) + 78.45 T = 1.12 * 377.4 + (78.45) T = 501.13 T= 501 vehicle trips with 17% ( 85 vph) entering and 83% ( 416 vph) exiting. SATURDAY DAILY T = 2.03 * (X) + 31.75 T = 2.03 * 377.4 + 31.75 T = 797.85 T= 798 vehicle trips with 50% ( 399 vpd) entering and 50% ( 399 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T = 0.43 * (X) T = 0.43 * 377.4 T = 162.28 T= 162 vehicle trips with 54% ( 87 vpd) entering and 46% ( 75 vpd) exiting. LUC 710 (Equations).xis Institute of Transportation Engineers (ITE) 9th Edition Land Use Code (LUC) 710 - General Office Building Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 596.669 Office Total 219.279 Office Component AVERAGE WEEKDAY DAILY Ln T = 0.76 Ln (X) + 168 Ln T = 0.76 Ln 596.669 +(3.68) Ln T = 8.54 T = 5102.24 T = 5,102 vehicle trips with 50% ( 2,551 vpd) entering and 50% ( 2,551 vpd) exiting. 4 4 ................................................................ Prorated: ::: 93$ :::::::::::::::::: :::::::::::::::::::::::93$::::: ................................................................ ............................... :::::::::::::::::::::::::1;676: ............................... WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T = 0.80 Ln (X) + 1.57 Ln T = 0.80 Ln 596.669 +(1.57) Ln T = 6.68 T = 798.78 T= 799 vehicle trips with 88% ( 703 vph) entering and 12% ( 96 vph) exiting. 1 0 ................................................................ Prorated: 258 :::::::::: :::::::::::::::::::::::::35:::: ..................................................................... ............................... ::::::::::::::::::::::::::::294 ............................... WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.12 * (X) + 78.45 T = 1.12 * 596.669 +(78.45) T = 746.72 T= 747 vehicle trips with 17% ( 127 vph) entering and 83% ( 620 vph) exiting. 0 1 ................................................................ Prorated: ::: 47 : :::::::::::::::: ................................................................ 22$::::::::::::75 ............................... ............................... SATURDAY DAILY T = 2.03 * (X) + 31.75 T = 2.03 * 596.669 + 31.75 T = 1242.99 T = 1,242 vehicle trips with 50% ( 621 vpd) entering and 50% ( 621 vpd) exiting. 1 1 ................................................................. Prorated: >: 229 ................................................................... : 229:::::::: ............................... ...............•............... » »458: SATURDAY MIDDAY PEAK HOUR OF GENERATOR T = 0.43 * (X) T= 0.43 * 596.669 T = 256.57 T= 257 vehicle trips with 54% ( 139 vpd) entering and 46% ( 118 vpd) exiting. 0 0 ................................................................. Prorated: 51 ::::::::::: ::::::::::::::::::::::::::::::? r}3 ............................... :::::< :::::: >...:. ...... .. > 9 : LUC 710 (Equations) - Prorated.xls Institute of Transportation Engineers (ITE) 9th Edition Land Use Code (LUC) 710 - General Office Building Average Vehicle Trips Ends vs: 1000 Sq. Feet Gross Floor Area Independent Variable (X): 487.030 Office Total 109.64 Office Component AVERAGE WEEKDAY DAILY vph) entering and 83% ( Ln T = 0.76 Ln (X) + 168 vph) exiting. Ln T = 0.76 Ln 487.03 +(3.68) Ln T = 8.38 T = 4372.66 :: ::::::::::::::::::::::::::::::: T = 4,372 vehicle trips ............................... ::::::::::14(} ............................... with 50% ( 2,186 vpd) entering and 50% ( 2,186 vpd) exiting. 4 4 ................................................................ ................................................................. Prorated: 493 ::::::::::::::::::::::::::::::::::::::::: ................................................................ ............................... ............................... 4. 9. 3:::: ::::::::::::::::::::::::::::9$h : ............................... WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T = 0.80 Ln (X) + 1.57 T= 2.03 * 487.03 Ln T = 0.80 Ln 487.03 +(1.57) Ln T = 6.52 T = 1020.42 T = 679.03 T= 679 vehicle trips T = 1,020 vehicle trips with 88% ( 598 vph) entering and 12% ( 81 vph) exiting. 1 0 ................................................................ ............................... Prorated: 134: 18: :::::152 .................................................................... ............................... WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.12 *(X) +78.45 T = 1.12 * 487.03 +(78.45) T = 623.92 T= 624 vehicle trips with 17% ( 106 vph) entering and 83% ( 518 vph) exiting. 0 1 ................................................................ Prorated: 2 :: ::::::::::::::::::::::::::::::: 117:=:::: ............................... ::::::::::14(} ............................... ................................................................ SATURDAY DAILY T = 2.03 * (X) + 31.75 T= 2.03 * 487.03 + 31.75 T = 1020.42 T = 1,020 vehicle trips with 50% ( 510 vpd) entering and 50% ( 510 vpd) exiting. 1 1 ........................................... Prorated: 1 ................................................................. ...................................... ::::::::::::::::5::::: ............................... :::::::::::::::::::::::::230: ............................... SATURDAY MIDDAY PEAK HOUR OF GENERATOR T = 0.43 * (X) T = 0.43 * 487.03 T = 209.42 T= 209 vehicle trips with 54% ( 113 vpd) entering and 46% ( 96 vpd) exiting. 0 0 ................................................................. Prorated:5 :::: >: > :::::::: >-::::::::::::::: 22 ............................... .— ::::::::::::::::::: >::: >:: LUC 710 (Equations) - Prorated – TIAS02 Comparison.xls Institute of Transportation Engineers (ITE) 9th Edition Land Use Code (LUC) 760 - Research and Development Center Average Vehicle Trips Ends vs: 1,000 sf gross floor area Independent Variable (X): 109.64 AVERAGE WEEKDAY DAILY T= 8.11 *(X) T= 8.11* 109.6 T = 889.17 T= 890 vehicle trips with 50% ( 445 vpd) entering and 50% ( 445 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 1.22 * (X) T = 1.22* 109.6 T = 133.76 T= 134 vehicle trips with 83% ( 111 vpd) entering and 17% ( 23 vpd) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T = 1.07 * (X) T = 1.07* 109.6 T = 117.31 T= 117 vehicle trips with 15% ( 18 vpd) entering and 85% ( 99 vpd) exiting. SATURDAY DAILY T = 1.9 * (X) T = 1.9* 109.6 T = 208.31 T= 208 vehicle trips with 50% ( 104 vpd) entering and 50% ( 104 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T = 0.24 * (X) T = 0.24* 109.6 T = 26.31 T= 26 vehicle trips with 50% ( 13 vpd) entering and 50% ( 13 vpd) exiting. LUC 760 SF (Avg. Rates) - TIAS02.xls ❑ Trip Distribution Calculations O m 0 w O O O I i i I I I E I I I I I I E I 2 d d d 6 6 n N ;R g. g ag ;R g g g g g g g g "14 g g g el J, I O �i Ili 14 N Iq I I q q 0 0 o 6 Is 0 7 7 Nay tae O g R R g q ag 0 R g 0 q g v! R 0 g 0 li V, g Cl R g q q -q q q N q O O q R R O 6 6 r4 —0 0 0— o o 0 o g, de e g g aR g g g g q 0 0 We R q C! q q 2 e2 g . . g. g . . g -.k . . ;it g . a! g, g o c� 'T C! q lx�i N C! q q cR R R Iq 4 r4 6 6 6 ge e. 3, eE e2 g g e2 g q q 0 0 IR 6 cil ci 6 6 16 V1 L 1p q *q ;R IR q 1� Q 0 0 0 q q q R R C� rl: ll� 6 6 d d ci O ci 0 0 o a 0 0 0 0 0 0 . . . 0 0 a 0 0 0 0 0 6 0 0 o o 0 o 0 a O O O I i i I I I E I I I I I I E I 2 d d d 6 6 n N O Capacity Analysis LEVEL OF SERVICE METHODOLOGY Capacity analysis of intersections is developed using the Synchro® computer software, which implements the methods of the 2010 Highway Capacity Manual (HCM). The resulting analysis presents a level -of- service (LOS) designation for individual intersection movements and (for signalized intersections) for the entire intersection. The LOS is a letter designation that provides a qualitative measure of operating conditions based on several factors including roadway geometry, speeds, ambient traffic volumes, traffic controls, and driver characteristics. Since the LOS of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of LOS, depending on the time of day, day of week, or period of year. A range of six levels of service are defined on the basis of average delay, ranging from LOS A (the least delay) to LOS F (delays greater than 50 seconds for unsignalized movements, and greater than 80 seconds for signalized movements). Signalized .Intersection Performance Measures The six LOS designations for signalized intersections may be described as follows: • LOS A describes operations with low control delay; most vehicles do not stop at all. • LOS B describes operations with relatively low control delay. However, more vehicles stop than LOS A. • LOS C describes operations with higher control delays. Individual cycle failures may begin to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. • LOS D describes operations with control delay in the range where the influence of congestion becomes more noticeable. Many vehicles stop and individual cycle failures are noticeable. • LOS E describes operations with high control delay values. Individual cycle failures are frequent occurrences. • LOS F describes operations with high control delay values that often occur with over - saturation. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. The LOS for signalized intersections are calculated using the operational analysis methodology of the 2010 Highway Capacihj Manual.' This method assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometrics on delay. LOS designations are based on the criterion of control or signal delay per vehicle. Control or signal delay is a measure of driver discomfort, frustration, and fuel consumption, and includes initial deceleration delay approaching the traffic signal, queue move -up time, stopped delay and final acceleration delay. Table Al summarizes the relationship between LOS and control delay. The tabulated control delay criterion may be applied in assigning LOS designations to individual lane groups, to individual intersection approaches, or to entire intersections. Table Al LEVEL -OF- SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS' Control (Signal) Delay per Vehicle (seconds per vehicle) <10.0 10.1 to 20.0 20.1 to 35.0 35.1 to 55.0 55.1 to 80.0 >80.0 Level of Service v/c 51 v/c > 1 A F B F C F D F E F F F 'Source: Highway Capacity Manual 2010, Transportation Research Board; Washington, DC; 2010. 'Highway Capacity Manual 2010; Transportation Research Board; Washington, DC; 2010. Unsignalized Intersection Performance Measures The six LOS designations for unsignalized intersections may be described as follows: • LOS A represents a condition with little or no control delay to minor street traffic. • LOS B represents a condition with short control delays to minor street traffic. • LOS C represents a condition with average control delays to minor street traffic. • LOS D represents a condition with long control delays to minor street traffic. • LOS E represents operating conditions at or near capacity level, with very long control delays to minor street traffic. • LOS F represents a condition where minor street demand volume exceeds capacity of an approach lane, with extreme control delays resulting. The LOS designations of unsignalized intersections are determined by application of a procedure described in the 2010 Highway Capacity Manual.' LOS is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and /or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Control delay includes the effects of initial deceleration delay approaching a STOP sign, stopped delay, queue move -up time, and final acceleration delay from a stopped condition. Definitions for LOS at unsignalized intersections are also given in the Highway Capacity Manual 2010. Table A2 summarizes the relationship between LOS and average control delay. Table A2 LEVEL -OF- SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS' Average Control Delay (seconds per vehicle) < 10.0 10.1 to 15.0 15.1 to 25.0 25.1 to 35.0 35.1 to 50.0 >50.0 Level of Service v/c <_ 1 v/c > 1 A F B F C F D F E F F F 'Source: Highway Capacity Manual 2010, Transportation Research Board; Washington, DC; 2010. 2 ibid Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ t r T I t r Volume (vph) 13 15 19 349 79 69 131 163 268 96 647 268 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.917 0.850 0.907 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1554 1589 0 1652 1834 1785 1734 1662 0 1944 1938 1663 Flt Permitted 0.667 0.243 0.447 Satd. Flow (perm) 1636 1589 0 1160 1834 1785 444 1662 0 915 1938 1663 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 20 182 108 285 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles ( %) 15% 13% 5% 3% 1 % 0% 2% 1 % 2% 2% 1 % 0% Adj. Flow (vph) 14 16 20 371 84 73 139 173 285 102 688 285 Shared Lane Traffic ( %) Lane Group Flow (vph) 14 36 0 371 84 73 139 458 0 102 688 285 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G:IProjects1887 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 14.0 11.0 14.0 11.0 25.0 40.0 25.0 40.0 40.0 Total Split ( %) 15.6% 12.2% 15.6% 12.2% 27.8% 44.4% 27.8% 44.4% 44.4% Maximum Green (s) 11.0 5.0 11.0 5.0 22.0 34.0 22.0 34.0 34.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C -Max None C -Max C -Max Act Effct Green (s) 12.6 6.0 18.6 12.9 90.0 66.7 56.3 64.3 53.5 53.5 Actuated g/C Ratio 0.14 0.07 0.21 0.14 1.00 0.74 0.63 0.71 0.59 0.59 v/c Ratio 0.06 0.29 1.22 0.32 0.04 0.30 0.42 0.14 0.60 0.26 Control Delay 26.5 30.4 155.2 37.3 0.0 7.8 13.7 4.3 15.9 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.5 30.4 155.2 37.3 0.0 7.8 13.7 4.3 15.9 2.1 LOS C C F D A A B A B A Approach Delay 29.3 115.0 12.3 11.2 Approach LOS C F B B 90th %ile Green (s) 7.4 5.0 11.0 8.6 11.0 47.7 8.3 45.0 45.0 90th %ile Term Code Gap Max Max Hold Gap Coord Gap Coord Coord 70th %ile Green (s) 0.0 5.0 11.0 19.0 8.5 48.5 7.5 47.5 47.5 70th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 50th %ile Green (s) 0.0 5.0 11.0 19.0 7.8 49.1 6.9 48.2 48.2 50th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 30th %ile Green (s) 0.0 0.0 11.0 8.0 6.4 61.0 6.0 60.6 60.6 30th %ile Term Code Skip Skip Max Hold Gap Coord Gap Coord Coord 10th %ile Green (s) 0.0 0.0 11.0 0.0 5.9 70.0 0.0 61.1 61.1 10th %ile Term Code Skip Skip Max Skip Gap Coord Skip Coord Coord Queue Length 50th (ft) 6 9 -209 39 0 30 162 16 258 0 Queue Length 95th (ft) 21 39 #398 91 0 64 230 30 412 37 Internal Link Dist.(ft) 920 1195 1445 4045 Turn Bay Length (ft) 225 350 150 560 175 325 Base Capacity (vph) 305 124 305 263 1785 662 1079 948 1151 1103 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.29 1.22 0.32 0.04 0.21 0.42 0.11 0.60 0.26 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated- Coordinated Maximum v/c Ratio: 1.22 G:1Projects1887 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue G:1ProjectsW7 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. nom m `d in d .�, 'y'! G:1ProjectsW7 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 3: Hayden Avenue & 65 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 0.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 68 154 786 10 1 8 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 -2 - -2 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 4 2 0 0 13 Mvmt Flow 75 169 864 11 1 9 Major /Minor Major1 Major2 Minor2 Conflicting Flow All 875 0 - 0 1188 869 Stage 1 - - - - 869 - Stage 2 - - - - 319 - Critical Hdwy 4.1 - - - 6 6.13 Critical Hdwy Stg 1 - - - - 5 - Critical Hdwy Stg 2 - - - - 5 - Follow -up Hdwy 2.2 - - - 3.5 3.417 Pot Cap -1 Maneuver 780 - - - 239 352 Stage 1 - - - - 456 - Stage 2 - - - - 768 - Platoon blocked, % - - - Mov Cap -1 Maneuver 780 - - - 214 352 Mov Cap -2 Maneuver - - - - 214 - Stage 1 - - - - 456 - Stage 2 - - - - 687 - Approach EB WB SB HCM Control Delay, s 3.1 0 16.3 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 780 - - - 328 HCM Lane WC Ratio 0.096 - - - 0.03 HCM Control Delay (s) 10.1 0 - - 16.3 HCM Lane LOS B A - - C HCM 95th %tile Q(veh) 0.3 - - - 0.1 G:1Projects1887 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 4: Hayden Avenue & 45 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 0.7 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 43 112 783 60 1 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 4 2 2 0 0 Mvmt Flow 46 120 842 65 1 14 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 906 0 - 0 1087 874 Stage 1 - - - - 874 - Stage 2 - - - - 213 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow -up Hdwy 2.2 - - - 3.5 3.3 Pot Cap -1 Maneuver 759 - - - 241 352 Stage 1 - - - - 412 - Stage 2 - - - - 827 - Platoon blocked, % - - - Mov Gap -1 Maneuver 759 - - - 225 352 Mov Cap -2 Maneuver - - - - 225 - Stage 1 - - - - 412 - Stage 2 - - - - 773 - Approach EB WB SB HCM Control Delay, s 2.8 0 16.1 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 759 - - - 338 HCM Lane V/C Ratio 0.061 - - - 0.045 HCM Control Delay (s) 10.1 0 - - 16.1 HCM Lane LOS B A - - C HCM 95th %tile Q(veh) 0.2 - - - 0.1 G: \Projects \887 - Lexington (King Street Properties)\Synchro \887 Ex AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 35.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 84 0 0 400 517 485 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Free Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 -1 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 0 2 1 1 Mvmt Flow 88 0 0 421 544 511 Major /Minor Majorl Major2 Minorl Conflicting Flow All 0 0 88 0 509 - Stage 1 - - - - 88 - Stage 2 - - - - 421 - Critical Hdwy - - 4.1 - 6.21 - Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 - Follow -up Hdwy - - 2.2 - 3.509 - Pot Cap -1 Maneuver - - 1520 - —541 0 Stage 1 - - - - 943 0 Stage 2 - - - - 680 0 Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1520 - —541 - Mov Cap -2 Maneuver - - - - —541 - Stage 1 - - - - 943 - Stage 2 - - - - 680 - Approach EB WB' NB HCM Control Delay, s 0 0 67.9 HCM LOS F Minor Lane /Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh /h) 541 - - - 1520 - HCM Lane V/C Ratio 1.006 - - - - - HCM Control Delay (s) 67.9 0 - - 0 - HCM Lane LOS F A - - A - HCM 95th °/stile Q(veh) 14.5 - - - 0 - Notes -w: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G:1Projecl:087 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 4.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 9 404 281 616 1117 129 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 2 2 3 3 2 Mvmt Flow 10 439 305 670 1214 140 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2494 - 1214 0 - 0 Stage 1 1214 - - - - - Stage 2 1280 - - - - - Critical Hdwy 6.71 - 4.12 - - - Critical Hdwy Stg 1 5.71 - - - - - Critical Hdwy Stg 2 5.71 - - - - - Follow -up Hdwy 3.599 - 2.218 - - - Pot Cap -1 Maneuver 26 0 575 - - - Stage 1 252 0 - - - - Stage 2 233 0 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 12 - 575 - - - Mov Cap -2 Maneuver 12 - - - - - Stage 1 252 - - - - - Stage 2 109 - - - - - Approach EB NB SB HCM Control Delay, s $ 597.8 5.7 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh /h) 575 - 12 - - - HCM Lane WC Ratio 0.531 - 0.815 - - - HCM Control Delay (s) 18.1 -$597.8 0 - - HCM Lane LOS C - F A - - HCM 95th %tile Q(veh) 3.1 - 1.8 - - - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G :1Projects1887 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r T+ t Volume (vph) 0 0 0 165 0 321 0 249 132 219 777 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.953 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1847 0 1689 0 2025 0 1847 1944 0 Flt Permitted 0.950 0.456 Satd. Flow (perm) 0 2153 0 1847 0 1689 0 2025 0 886 1944 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 334 31 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 1% 0% 2% 0% 1% 2% 1% 1% 0% Adj. Flow (vph) 0 0 0 172 0 334 0 259 138 228 809 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 172 0 334 0 397 0 228 809 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Lane Group Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split ( %) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio EBL EBT EBR WBL WBT WBR NBL NBT NBR 4 4 4.0 4.0 8.0 8.0 11.0 11.0 12.2% 12.2% 7.0 7.0 3.0 3.0 1.0 1.0 0.0 4.0 3.0 3.0 None None 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 170 9 8.0 14.0 25.0 27.8% 19.0 4.0 2.0 -1.0 5.0 3.0 None 14.7 0.16 0.57 41.7 0.0 41.7 D 19.0 Max 15.7 Gap 13.6 Gap 11.5 Gap 8.6 Gap 91 145 470 18 30.1 0.33 0.42 3.8 0.0 3.8 A 0 46 2 12.0 18.0 34.0 37.8% 28.0 4.0 2.0 -1.0 5.0 Lag Yes 3.0 C -Max 52.9 0.59 0.33 10.9 0.0 10.9 B 10.9 B 42.2 Coord 48.7 Coord 52.9 Coord 56.0 Coord 59.9 Coord 94 197 920 4.0 11.0 20.0 22.2% 17.0 3.0 0.0 -1.0 2.0 Lead Yes 3.0 None 68.3 0.76 0.29 3.2 0.0 3.2 A 13.8 Gap 10.6 Gap 8.5 Gap 7.5 Gap 6.5 Gap 14 m45 SBT SBR 12.0 18.0 54.0 60.0% 48.0 4.0 2.0 -1.0 5.0 3.0 C -Max 65.3 0.73 0.57 6.5 0.0 6.5 A 5.7 A 59.0 Coord 62.3 Coord 64.4 Coord 66.5 Coord 69.4 Coord 101 m304 1445 350 230 410 901 1204 864 1411 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.42 0.37 0.33 0.26 0.57 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Offset: 18 (20 %), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Spring Street & Concord Avenue o 1 t02 ! 4 aS ` (fib f� G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour -+ r * 4\ It` Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ I t y Volume (vph) 269 320 413 383 126 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% -1 % 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Fri: 0.927 0.932 Fit Protected 0.950 0.976 Satd. Flow (prot) 1913 0 1796 2122 1873 0 Flt Permitted 0.137 0.976 Satd. Flow (perm) 1913 0 259 2122 1873 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 60 35 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 5% 0% 1% 2% 2% 1% Adj. Flow (vph) 283 337 435 403 133 135 Shared Lane Traffic ( %) Lane Group Flow (vph) 620 0 435 403 268 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G:IProjects1887 - Lexington (King Street Properties)1Synchro1887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marreft Road (Route 2A) Weekday Morning Peak Hour Intersection Summa Area Type: Other Cycle Length: 132 Actuated Cycle Length: 85.8 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.6 Intersection LOS: C G: \Projects \887 - Lexington (King Street Properties) \Synchro \887 Ex AM.syn MDM Transportation Consultants, Inc. -10. '1-* 1(' '- 4\ l*' Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 15.0 15.0 15.0 15.0 Total Split (s) 65.0 35.0 100.0 32.0 Total Split ( %) 491% 26.5% 75.8% 24.2% Maximum Green (s) 60.0 30.0 95.0 27.0 Yellow Time (s) 4.0 4.0 4.0 3.0 All -Red Time (s) 1.0 1.0 1.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min None Min None Act Effct Green (s) 34.2 58.5 58.5 18.5 Actuated g/C Ratio 0.40 0.68 0.68 0.22 v/c Ratio 0.78 0.82 0.28 0.62 Control Delay 28.7 32.3 5.9 36.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 28.7 32.3 5.9 36.9 LOS C C A D Approach Delay 28.7 19.6 36.9 Approach LOS C B D 90th %ile Green (s) 54.6 30.0 89.6 27.0 90th %ile Term Code Gap Max Hold Max 70th %ile Green (s) 41.7 24.1 70.8 21.3 70th %ile Term Code Gap Gap Hold Gap 50th %ile Green (s) 32.4 18.2 55.6 16.7 50th %ile Term Code Gap Gap Hold Gap 30th %ile Green (s) 24.2 13.5 42.7 13.0 30th %ile Term Code Gap Gap Hold Gap 10th %ile Green (s) 17.1 10.0 32.1 10.0 10th %ile Term Code Gap Min Hold Min Queue Length 50th (ft) 243 139 68 109 Queue Length 95th (ft) 513 346 144 268 Internal Link Dist (ft) 920 920 4045 Turn Bay Length (ft) 230 Base Capacity (vph) 1449 788 1994 696 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.43 0.55 0.20 0.39 Intersection Summa Area Type: Other Cycle Length: 132 Actuated Cycle Length: 85.8 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.6 Intersection LOS: C G: \Projects \887 - Lexington (King Street Properties) \Synchro \887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 126.6 70th %ile Actuated Cycle: 102.1 50th %ile Actuated Cycle: 82.3 30th %ile Actuated Cycle: 65.7 10th %ile Actuated Cycle: 52.1 Splits and Phases: 8: Spring Street & Marrett Road (Route 2A) G: \Projects \887 - Lexington (King Street Properties)\Synchro \887 Ex AM.syn MDM Transportation Consultants, Inc. 0 ?. *„�'��rF.?�c4 fa b,^x.a K . }� M �' s�C7_' 3" �s' f�t�s�i' �x.. rty��rs, S' G}�h ✓�;�.�M�1,�:,��ylF�<G " , o • aei.'� S �'A.:It�fi�.���e�'44: �' +�,�v°.�e? L,.x'���_:��� tst „-0#�.4•`43k�+G �V+ °lr��i.:�v�.$J .?�'�e G: \Projects \887 - Lexington (King Street Properties)\Synchro \887 Ex AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T + if Vi T Vi t if Volume (vph) 88 124 155 206 29 171 15 484 116 67 349 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.917 0.850 0.971 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1725 0 1652 1853 1767 1769 1801 0 1871 1938 1663 Flt Permitted 0.598 0.583 0.514 0.186 Satd. Flow (perm) 1125 1725 0 1014 1853 1767 957 1801 0 366 1938 1663 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 218 15 145 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 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 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 1% 0% 0% 2% 6% 1% 0% Adj. Flow (vph) 91 128 160 212 30 176 15 499 120 69 360 7 Shared Lane Traffic ( %) Lane Group Flow (vph) 91 288 0 212 30 176 15 619 0 69 360 7 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G:1Projects1887 - Lexington (King Street Properties)1Synchro1887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire WaylHayden Avenue Weekday Evening Peak Hour Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 71.4 Natural Cycle: 55 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 23.9 Intersection LOS: C G:1PrcjectsW7 - Lexington (King Street Properties)1Synchro1887 Ex PM.syn MDM Transportation Consultants, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 15.0 34.0 9.0 28.0 8.0 39.0 8.0 39.0 39.0 Total Split ( %) 16.7% 37.8% 10.0% 31.1% 8.9% 43.3% 8.9% 43.3% 43.3% Maximum Green (s) 12.0 28.0 6.0 22.0 5.0 33.0 5.0 33.0 33.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) . 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min None Min Min Act Effct Green (s) 27.7 15.9 14.5 11.0 71.4 37.3 29.7 38.4 34.3 34.3 Actuated g/C Ratio 0.39 0.22 0.20 0.15 1.00 0.52 0.42 0.54 0.48 0.48 v/c Ratio 0.15 0.65 0.79 0.11 0.10 0.03 0.82 0.21 0.39 0.01 Control Delay 16.3 27.2 46.4 28.1 0.1 8.7 30.0 10.0 14.5 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 16.3 27.2 46.4 28.1 0.1 8.7 30.0 10.0 14.5 0.0 LOS B C D C A A C A B A Approach Delay 24.6 25.6 29.5 13.6 Approach LOS C C C B 90th %ile Green (s) 10.5 22.9 6.0 18.4 5.0 33.0 5.0 33.0 33.0 90th %ile Term Code Gap Gap Max Hold Max Max Max Hold Hold 70th %ile Green (s) 9.1 18.1 6.0 15.0 0.0 33.0 5.0 41.0 41.0 70th %ile Term Code Gap Gap Max Hold Skip Max Max Hold Hold 50th %ile Green (s) 27.1 15.1 6.0 0.0 0.0 33.0 5.0 41.0 41.0 50th %ile Term Code Hold Gap Max Skip Skip Max Max Hold Hold 30th %ile Green (s) 24.3 12.3 6.0 0.0 0.0 26.9 5.0 34.9 34.9 30th %ile Term Code Hold Gap Max Skip Skip Gap Max Hold Hold 10th %ile Green (s) 0.0 7.8 6.0 0.0 0.0 17.9 0.0 17.9 17.9 10th %ile Term Code Skip Gap Max Skip Skip Gap Skip Hold Hold Queue Length 50th (ft) 29 94 -139 13 0 3 236 13 89 0 Queue Length 95th (ft) 58 173 124 35 0 12 #482 36 214 0 Internal Link Dist (ft) 920 1195 1445 4045 Turn Bay Length (ft) 225 350 150 560 175 325 Base Capacity (vph) 624 775 270 624 1767 571 905 329 1055 971 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.37 0.79 0.05 0.10 0.03 0.68 0.21 0.34 0.01 Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 71.4 Natural Cycle: 55 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 23.9 Intersection LOS: C G:1PrcjectsW7 - Lexington (King Street Properties)1Synchro1887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 84.9 70th %ile Actuated Cycle: 80.1 50th %ile Actuated Cycle: 77.1 30th %ile Actuated Cycle: 68.2 10th %ile Actuated Cycle: 46.7 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue G: \Projects \887 - Lexington (King Street Properties) \Synchro \887 Ex PM.syn MDM Transportation Consultants, Inc. D p . `eNI .. .4 y 'Y� l�s' - iii S 3vLP k. r 'fiS eF A f Fu E¢l:' c �x G: \Projects \887 - Lexington (King Street Properties) \Synchro \887 Ex PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 3: Hayden Avenue & 65 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 1.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 5 217 407 3 10 64 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 38 2 2 0 0 1 Mvmt Flow 6 241 452 3 11 71 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 456 0 - 0 706 454 Stage 1 - - - - 454 - Stage 2 - - - - 252 - Critical Hdwy 4.48 - - - 6 6.01 Critical Hdwy Stg 1 - - - - 5 - Critical Hdwy Stg 2 - - - - 5 - Follow -up Hdwy 2.542 - - - 3.5 3.309 Pot Cap -1 Maneuver 939 - - - 438 624 Stage 1 - - - - 677 - Stage 2 - - - - 817 - Platoon blocked, % - - - Mov Cap -1 Maneuver 939 - - - 435 624 Mov Cap -2 Maneuver - - - - 435 - Stage 1 - - - - 677 - Stage 2 - - - - 811 - Approach EB WB SB HCM Control Delay, s 0.2 0 12.1 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 939 - - - 589 HCM Lane V/C Ratio 0.006 - - - 0.14 HCM Control Delay (s) 8.9 0 - - 12.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.5 G:\Projects \887 - Lexington (King Street Properties) \Synchro\887 Ex PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 4: Hayden Avenue & 45 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 2.1 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 9 218 366 1 52 44 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 1 2 0 4 0 Mvmt Flow 10 245 411 1 58 49 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 412 0 - 0 677 412 Stage 1 - - - - 412 - Stage 2 - - - - 265 - Critical Hdwy 4.1 - - - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow -up Hdwy 2.2 - - - 3.536 3.3 Pot Cap -1 Maneuver 1158 - - - 415 644 Stage 1 - - - - 664 - Stage 2 - - - - 775 - Platoon blocked, % - - - Mov Cap -1 Maneuver 1158 - - - 411 644 Mov Cap -2 Maneuver - - - - 411 - Stage 1 - - - - 664 - Stage 2 - - - - 767 - Approach EB WB SB HCM Control Delay, s 0.3 0 14.3 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 1158 - - - 493 HCM Lane WC Ratio 0.009 - - - 0.219 HCM Control Delay (s) 8.1 0 - - 14.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.8 G:1Projects1887 - Lexington (King Street Properties)ISynchro1887 Ex PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 3.8 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 361 0 0 208 171 255 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Free Storage Length - - - - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 0 0 3 1 1 Mvmt Flow 372 0 0 214 176 263 Major /Minor Majorl Major2 Minorl Conflicting Flow All 0 0 372 0 586 - Stage 1 - - - - 372 - Stage 2 - - - - 214 - Critical Hdwy - - 41 - 6.21 - Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 - Follow -up Hdwy - - 2.2 - 3.509 - Pot Cap -1 Maneuver - - 1198 - 490 0 Stage 1 - - - - 714 0 Stage 2 - - - - 834 0 Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1198 - 490 - Mov Cap -2 Maneuver - - - - 490 - Stage 1 - - - - 714 - Stage 2 - - - - 834 - Approach EB WB NB HCM Control Delay, s 0 0 16.4 HCM LOS C Minor Lane /Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh /h) 490 - - - 1198 - HCM Lane V/C Ratio 0.36 - - - - - HCM Control Delay (s) 16.4 0 - - 0 - HCM Lane LOS C A - - A - HCM 95th %tile Q(veh) 1.6 - - - 0 - G:1Projects1887 - Lexington (King Street Properties)1Synchrol887 Ex PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2017 Existing Condition 6: Waltham Street & Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 66.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 100 518 160 914 829 45 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 1 0 1 0 4 Mvmt Flow 109 563 174 993 901 49 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2242 - 901 0 - 0 Stage 1 901 - - - - - Stage 2 1341 - - - - - Critical Hdwy 6.62 - 4.1 - - - Critical Hdwy Stg 1 5.62 - - - - - Critical Hdwy Stg 2 5.62 - - - - - Follow -up Hdwy 3.518 - 2.2 - - - Pot Cap -1 Maneuver —41 0 763 - - - Stage 1 377 0 - - - Stage 2 226 0 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver —32 - 763 - - - Mov Cap -2 Maneuver —32 - - - - Stage 1 377 - - - - - Stage 2 174 - - - Approach EB NB SB HCM Control Delay, s $1337 1.7 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 763 - 32 - - - HCM Lane V/C Ratio 0.228 - 3.397 - - - HCM Control Delay (s) 11.1 -$1337 0 - - HCM Lane LOS B - F A - - HCM 95th %tile Q(veh) 0.9 - 12.8 - - - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G:1Projects1887 - Lexington (King Street Properties)lSynchro1887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 r T t Volume (vph) 0 0 0 188 0 176 0 432 390 201 516 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.936 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1829 0 1706 0 2005 0 1847 1944 0 Flt Permitted 0.950 0.106 Satd. Flow (perm) 0 2153 0 1829 0 1706 0 2005 0 206 1944 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 183 46 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 2% 0% 1 % 0% 1 % 0% 1 % 1 % 0% Adj. Flow (vph) 0 0 0 196 0 183 0 450 406 209 538 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 196 0 183 0 856 0 209 538 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 18 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 8.0 12.0 4.0 12.0 Minimum Split (s) 8.0 8.0 14.0 18.0 11.0 18.0 Total Split (s) 19.0 19.0 31.0 48.0 15.0 63.0 Total Split ( %) 16.8% 16.8% 27.4% 42.5% 13.3% 55.8% Maximum Green (s) 15.0 15.0 25.0 42.0 12.0 57.0 Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 5.0 5.0 2.0 5.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None Min Act Effct Green (s) 15.0 30.8 43.2 59.0 56.0 Actuated g/C Ratio 0.19 0.38 0.53 0.73 0.69 v/c Ratio 0.58 0.24 0.79 0.57 0.40 Control Delay 37.7 3.4 22.3 15.5 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 3.4 22.3 15.5 6.9 LOS D A C B A Approach Delay 22.3 9.3 Approach LOS C A 90th %ile Green (s) 0.0 0.0 19.3 42.0 12.0 57.0 90th %ile Term Code Skip Skip Gap Max Max Hold 70th %ile Green (s) 0.0 0.0 16.1 42.0 12.0 57.0 70th %ile Term Code Skip Skip Gap Max Max Hold 50th %ile Green (s) 0.0 0.0 14.0 42.0 10.2 55.2 50th %ile Term Code Skip Skip Gap Max Gap Hold 30th %ile Green (s) 0.0 0.0 12.0 42.0 8.1 53.1 30th %ile Term Code Skip Skip Gap Max Gap Hold 10th %ile Green (s) 0.0 0.0 9.2 42.0 7.0 52.0 10th %ile Term Code Skip Skip Gap Max Gap Hold Queue Length 50th (ft) 92 0 313 27 98 Queue Length 95th (ft) 160 36 #628 106 187 Internal Link Dist (ft) 170 470 920 1445 Turn Bay Length (ft) 350 230 Base Capacity (vph) 589 807 1090 414 1398 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.33 0.23 079 0.50 0.38 Intersection Summary Area Type: Other Cycle Length: 113 Actuated Cycle Length: 81 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Natural Cycle: 70 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 88.3 70th %ile Actuated Cycle: 85.1 50th %ile Actuated Cycle: 81.2 30th %ile Actuated Cycle: 77.1 10th %ile Actuated Cycle: 73.2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: Spring Street & Concord Avenue p1 I pZ 4 08 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour ---0. "1M f *- 4\ 7111 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ I t y Volume (vph) 322 232 136 225 277 315 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% -1% 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.943 0.928 Flt Protected 0.950 0.977 Satd. Flow (prot) 1967 0 1814 2164 1886 0 Flt Permitted 0.120 0.977 Satd. Flow (perm) 1967 0 229 2164 1886 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 30 54 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles ( %) 2% 0% 0% 0% 1% 0% Adj. Flow (vph) 329 237 139 230 283 321 Shared Lane Traffic ( %) Lane Group Flow (vph) 566 0 139 230 604 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G: \Projects07 - Lexington (King Street Properties) \Synchro \887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marreft Road (Route 2A) Weekday Evening Peak Hour Intersection Summa Area Type: Other Cycle Length: 137.5 Actuated Cycle Length: 95.5 Natural Cycle: 65 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 30.1 Intersection LOS: C GAPrcjects \887 - Lexington (King Street Properties) \Synchro \887 Ex PM.syn MDM Transportation Consultants, Inc. Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 15.0 15.0 15.0 15.0 Total Split (s) 56.0 16.0 72.0 65.5 Total Split ( %) 403% 11.6% 52.4% 47.6% Maximum Green (s) 51.0 11.0 67.0 60.5 Yellow Time (s) 4.0 4.0 4.0 3.0 All -Red Time (s) 1.0 1.0 1.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min None Min None Act Effct Green (s) 33.7 50.0 50.0 36.9 Actuated g/C Ratio 0.35 0.52 0.52 0.39 v/c Ratio 0.79 0.43 0.20 0.79 Control Delay 36.5 18.2 14.4 32.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 36.5 18.2 14.4 32.8 LOS D B B C Approach Delay 36.5 15.8 32.8 Approach LOS D B C 90th %ile Green (s) 51.0 11.0 67.0 56.9 90th %ile Term Code Max Max Hold Gap 70th %ile Green (s) 40.2 11.0 56.2 44.4 70th %ile Term Code Gap Max Hold Gap 50th %ile Green (s) 31.5 10.0 46.5 34.6 50th %ile Term Code Gap Min Hold Gap 30th %ile Green (s) 25.3 10.0 40.3 27.6 30th %ile Term Code Gap Min Hold Gap 10th %ile Green (s) 18.7 10.0 33.7 20.2 10th %ile Term Code Gap Min Hold Gap Queue Length 50th (ft) 273 39 67 275 Queue Length 95th (ft) 536 102 158 536 Internal Link Dist (ft) 920 920 4045 Turn Bay Length (ft) 230 Base Capacity (vph) 1157 333 1619 1315 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.49 0.42 0.14 0.46 Intersection Summa Area Type: Other Cycle Length: 137.5 Actuated Cycle Length: 95.5 Natural Cycle: 65 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 30.1 Intersection LOS: C GAPrcjects \887 - Lexington (King Street Properties) \Synchro \887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 133.9 70th %ile Actuated Cycle: 110.6 50th %ile Actuated Cycle: 91.1 30th %ile Actuated Cycle: 77.9 10th Me Actuated Cycle: 63.9 Splits and Phases: 8: Serino Street & Marrett Road (Route 2A) G: \Projects \887 - Lexington (King Street Properties) \Synchro\887 Ex PM.syn MDM Transportation Consultants, Inc. .fit, 4�:, � � .��• =x� ,. G: \Projects \887 - Lexington (King Street Properties) \Synchro\887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T t r I T t r Volume (vph) 13 16 20 427 82 74 136 172 345 121 692 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.917 0.850 0.900 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1554 1589 0 1701 1834 1733 1734 1648 0 1944 1938 1663 Fit Permitted 0.667 0.100 0.267 Satd. Flow (perm) 1636 1589 0 1194 1834 1733 183 1648 0 546 1938 1663 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 218 118 145 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles ( %) 15% 13% 5% 0% 1 % 3% 2% 1 % 2% 2% 1 % 0% Adj. Flow (vph) 14 17 21 454 87 79 145 183 367 129 736 116 Shared Lane Traffic ( %) Lane Group Flow (vph) 14 38 0 454 87 79 145 550 0 129 736 116 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 14.0 11.0 25.0 22.0 20.0 34.0 20.0 34.0 34.0 Total Split ( %) 15.6% 12.2% 27.8% 24.4% 22.2% 37.8% 22.2% 37.8% 37.8% Maximum Green (s) 11.0 5.0 22.0 16.0 17.0 28.0 17.0 28.0 28.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C -Max None C -Max C -Max Act Effct Green (s) 12.5 6.0 29.5 22.0 90.0 55.2 42.4 53.8 41.6 41.6 Actuated g/C Ratio 0.14 0.07 0.33 0.24 1.00 0.61 0.47 0.60 0.46 0.46 v/c Ratio 0.06 0.30 0.87 0.19 0.05 0.51 0.66 0.28 0.82 0.14 Control Delay 20.5 30.4 46.1 26.1 0.1 19.3 26.6 9.4 33.1 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.5 30.4 46.1 26.1 0.1 19.3 26.6 9.4 33.1 2.3 LOS C C D C A B C A C A Approach Delay 27.7 37.4 25.1 26.3 Approach LOS C D C C 90th %ile Green (s) 7.1 5.0 22.0 19.9 12.1 34.2 10.8 32.9 32.9 90th %ile Term Code Gap Max Max Hold Gap Coord Gap Coord Coord 70th %ile Green (s) 0.0 5.0 22.0 30.0 10.0 36.0 9.0 35.0 35.0 70th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 50th %ile Green (s) 0.0 5.0 22.0 30.0 8.9 36.8 8.2 36.1 36.1 50th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 30th %ile Green (s) 0.0 0.0 22.0 19.0 7.2 49.2 6.8 48.8 48.8 30th %ile Term Code Skip Skip Max Hold Gap Coord Gap Coord Coord 10th %ile Green (s) 0.0 0.0 21.4 0.0 6.2 50.6 6.0 50.4 50.4 10th %ile Term Code Skip Skip Gap Skip Gap Coord Gap Coord Coord Queue Length 50th (ft) 5 9 215 34 0 52 249 31 387 0 Queue Length 95th (ft) 17 40 #352 80 0 89 377 56 #659 22 Internal Link Dist (ft) 920 1195 1445 4045 Turn Bay Length (ft) 225 350 150 560 175 325 Base Capacity(vph) 305 125 522 488 1733 424 838 622 896 847 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.30 0.87 0.18 0.05 0.34 0.66 0.21 0.82 0.14 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 65 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.87 G:\Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue I` w 1 o2 t"03 -"�4 05 ; p6 o7 V 08 AXWONAMMM G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condiyion 3: Hayden Avenue & 65 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, slveh 1.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 118 196 883 25 3 14 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - - - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % 169 2 -2 - -2 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 4 2 0 0 13 Mvmt Flow 130 215 970 27 3 15 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 998 0 - 0 1459 984 Stage 1 - - - 984 - Stage 2 - - - 475 - Critical Hdwy 4.1 - - - 6 6.13 Critical Hdwy Stg 1 - - - - 5 - Critical Hdwy Stg 2 - - - - 5 - Follow -up Hdwy 2.2 - - - 3.5 3.417 Pot Cap -1 Maneuver 701 - - - 169 303 Stage 1 - - - - 407 - Stage 2 - - - - 664 - Platoon blocked, % - - - Mov Cap -1 Maneuver 701 - - 133 303 Mov Cap -2 Maneuver - - - - 133 - Stage 1 - - - - 407 - Stage 2 - - - - 524 Approach EB WB SB HCM Control Delay, s 4.2 0 20.8 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 701 - - 247 HCM Lane V/C Ratio 0.185 - - - 0.076 HCM Control Delay (s) 11.3 0 - 20.8 HCM Lane LOS B A - - C HCM 95th °/stile Q(veh) 0.7 - - - 0.2 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condiyion 4: Hayden Avenue & 45 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 1.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 80 119 890 105 7 18 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 4 2 2 0 0 Mvmt Flow 86 128 957 113 8 19 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 1070 0 - 0 1313 1013 Stage 1 - - - - 1013 - Stage 2 - - - 300 - Critical Hdwy 4.1 - - 6.4 6.2 Critical Hdwy Stg 1 - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow -up Hdwy 2.2 - - 3.5 3.3 Pot Cap -1 Maneuver 659 - - 176 293 Stage 1 - - - 354 - Stage 2 - - - 756 - Platoon blocked, % - Mov Cap -1 Maneuver 659 - - 151 293 Mov Cap -2 Maneuver - - - - 151 - Stage 1 - - - - 354 - Stage 2 - - - 650 - Approach EB WB SB HCM Control Delay, s 4.5 0 22.5 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR S13Ln1 Capacity (veh /h) 659 - - 232 HCM Lane V/C Ratio 0.131 - - - 0.116 HCM Control Delay (s) 11.3 0 - - 22.5 HCM Lane LOS B A - - C HCM 95th %tile Q(veh) 0.4 - - - 0.4 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 97.4 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 95 0 0 444 629 587 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Free Storage Length - - - 0 0 Veh in Median Storage, # 0 - 0 0 - Grade, % 1 - -1 -1 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 0 2 1 1 Mvmt Flow 100 0 0 467 662 618 Major /Minor Majorl Major2 Minorl Conflicting Flow All 0 0 100 0 567 - Stage 1 - - - - 100 - Stage 2 - - - 467 - Critical Hdwy - - 4.1 - 6.21 - Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 Follow -up Hdwy - - 2.2 - 3.509 - Pot Cap -1 Maneuver 1505 - -502 0 Stage 1 - - - 932 0 Stage 2 - - - -650 0 Platoon blocked, % - Mov Cap -1 Maneuver - - 1505 - -502 - Mov Cap -2 Maneuver - - - - -502 - Stage 1 - - - 932 - Stage 2 - - - -650 - Approach EB WB NB HCM Control Delay, s 0 0 180.9 HCM LOS F Minor Lane /Major Mvmt NBLnl NBLn2 EBT EBR WBL WBT Capacity (veh /h) 502 - 1505 HCM Lane V/C Ratio 1.319 - - - HCM Control Delay (s) 180.9 0 - 0 HCM Lane LOS F A - - A HCM 95th °/stile Q(veh) 28.7 - - - 0 - Notes --: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ": All major volume in platoon G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS021887 NB AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 8.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 11 509 306 641 1179 149 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 2 2 3 3 2 Mvmt Flow 12 553 333 697 1282 162 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2644 - 1282 0 - 0 Stage 1 1282 - - - - - Stage 2 1362 - - - - - Critical Hdwy 6.71 - 4.12 - - - Critical Hdwy Stg 1 5.71 - - - - Critical Hdwy Stg 2 5.71 - - - - Follow -up Hdwy 3.599 - 2.218 - - - Pot Cap -1 Maneuver 21 0 541 - - Stage 1 232 0 - - - Stage 2 211 0 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver -8 - 541 - - Mov Cap -2 Maneuver -8 - - - - Stage 1 232 - - - - Stage 2 81 - - - Approach EB NB SIB HCM Control Delay, s $1127.6 7 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT EBLnl EBLn2 SBT SBR Capacity (veh /h) 541 - 8 - - HCM Lane WC Ratio 0.615 - 1.495 - - HCM Control Delay (s) 21.7 1127.6 0 - HCM Lane LOS C - F A - - HCM 95th %tile Q(veh) 4.1 - 2.4 - - - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 7: Spring Street & Concord Avenue Weekday Morning Peak Hour --► 'q► � �- �`` �`1 � �*' �" � air'' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations if T I t Volume (vph) 0 0 0 299 0 385 0 276 167 228 892 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.949 Fit Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1847 0 1689 0 2016 0 1847 1944 0 Fit Permitted 0.950 0.382 Satd. Flow (perm) 0 2153 0 1847 0 1689 0 2016 0 743 1944 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 401 36 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 1 % 0% 2% 0% 1 % 2% 1 % 1 % 0% Adj. Flow (vph) 0 0 0 311 0 401 0 288 174 238 929 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 311 0 401 0 462 0 238 929 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 18 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 8.0 12.0 4.0 12.0 Minimum Split (s) 8.0 8.0 14.0 18.0 11.0 18.0 Total Split (s) 11.0 11.0 25.0 34.0 20.0 54.0 Total Split ( %) 12.2% 12.2% 27.8% 37.8% 22.2% 60.0% Maximum Green (s) 7.0 7.0 19.0 28.0 17.0 48.0 Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 5.0 5.0 2.0 5.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C -Max None C -Max Act Effct Green (s) 18.8 35.0 48.0 64.2 61.2 Actuated g/C Ratio 0.21 0.39 0.53 0.71 0.68 v/c Ratio 0.81 0.44 0.42 0.36 0.70 Control Delay 51.1 3.4 13.9 6.0 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 3.4 13.9 6.0 13.2 LOS D A B A B Approach Delay 13.9 11.7 Approach LOS B B 90th %ile Green (s) 0.0 0.0 19.0 41.9 14.1 59.0 90th %ile Term Code Skip Skip Max Coord Gap Coord 70th %ile Green (s) 0.0 0.0 19.0 44.5 11.5 59.0 70th %ile Term Code Skip Skip Max Coord Gap Coord 50th %ile Green (s) 0.0 0.0 19.0 45.6 10.4 59.0 50th %ile Term Code Skip Skip Max Coord Gap Coord 30th %ile Green (s) 0.0 0.0 17.9 48.7 8.4 60.1 30th %ile Term Code Skip Skip Gap Coord Gap Coord 10th %ile Green (s) 0.0 0.0 14.0 54.1 6.9 64.0 10th %ile Term Code Skip Skip Gap Coord Gap Coord Queue Length 50th (ft) 166 0 142 42 355 Queue Length 95th (ft) #287 49 237 m59 m475 Internal Link Dist (ft) 170 470 920 1445 Turn Bay Length (ft) 350 230 Base Capacity (vph) 410 996 1091 750 1322 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.76 0.40 0.42 0.32 0.70 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Offset: 18 (20 %), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Spring Street & Concord Avenue 0i t024 ) 4 08 annummum T' Pb P G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 'fir t y Volume (vph) 279 354 449 397 133 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% -1% 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.925 0.932 Flt Protected 0.950 0.976 Satd. Flow (prot) 1910 0 1796 2122 1873 0 Flt Permitted 0.102 0.976 Satd. Flow (perm) 1910 0 193 2122 1873 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 64 35 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 5% 0% 1% 2% 2% 1% Adj. Flow (vph) 294 373 473 418 140 143 Shared Lane Traffic ( %) Lane Group Flow (vph) 667 0 473 418 283 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Intersection Summa Area Type: Other Cycle Length: 132 Actuated Cycle Length: 97.6 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 31.3 Intersection LOS: C GAProjects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 NB AM.syn MDM Transportation Consultants, Inc. --I,. "V ro, 4­ 4\ l* Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 15.0 15.0 15.0 15.0 Total Split (s) 65.0 35.0 100.0 32.0 Total Split ( %) 49.2% 26.5% 75.8% 24.2% Maximum Green (s) 60.0 30.0 95.0 27.0 Yellow Time (s) 4.0 4.0 4.0 3.0 All -Red Time (s) 1.0 1.0 1.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min None Min None Act Effct Green (s) 39.9 68.9 68.9 20.0 Actuated g/C Ratio 0.41 0.71 0.71 0.20 v/c Ratio 0.81 0.87 0.28 0.69 Control Delay 32.8 43.8 5.9 44.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 32.8 43.8 5.9 44.2 LOS C D A D Approach Delay 32.8 26.0 44.2 Approach LOS C C D 90th %ile Green (s) 60.0 30.0 95.0 27.0 90th %ile Term Code Max Max Hold Max 70th %ile Green (s) 48.7 30.0 83.7 23.9 70th %ile Term Code Gap Max Hold Gap 50th %ile Green (s) 40.2 25.7 70.9 19.5 50th %ile Term Code Gap Gap Hold Gap 30th %ile Green (s) 29.9 19.5 54.4 15.0 30th %ile Term Code Gap Gap Hold Gap 10th %ile Green (s) 20.2 13.2 38.4 10.4 10th %ile Term Code Gap Gap Hold Gap Queue Length 50th (ft) 338 220 81 148 Queue Length 95th (ft) 567 #512 149 298 Internal Link Dist (ft) 920 920 4045 Turn Bay Length (ft) 230 Base Capacity (vph) 1303 689 1910 607 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.69 0.22 0.47 Intersection Summa Area Type: Other Cycle Length: 132 Actuated Cycle Length: 97.6 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 31.3 Intersection LOS: C GAProjects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condiyion 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 132 70th %ile Actuated Cycle: 117.6 50th %ile Actuated Cycle: 100.4 30th %ile Actuated Cycle: 79.4 10th %ile Actuated Cycle: 58.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Spring Street & Marrett Road (Route 2A) G:\Project087 - Lexington (King Street Properties)1Synchro\TIAS021887 NB AM.syn MDM Transportation Consultants, Inc. p8 06 G:\Project087 - Lexington (King Street Properties)1Synchro\TIAS021887 NB AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour _10. --* 'e- 4-- Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T I t r* I T t r Volume (vph) 91 128 161 238 30 198 16 528 128 71 366 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.850 0.971 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1723 0 1652 1853 1767 1769 1801 0 1871 1938 1663 Flt Permitted 0.599 0.578 0.498 0.159 Satd. Flow (perm) 1127 1723 0 1005 1853 1767 927 1801 0 313 1938 1663 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 218 16 145 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 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 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 1% 0% 0% 2% 6% 1% 0% Adj. Flow (vph) 94 132 166 245 31 204 16 544 132 73 377 7 Shared Lane Traffic ( %) Lane Group Flow (vph) 94 298 0 245 31 204 16 676 0 73 377 7 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G:1Projects1887 - Lexington (King Street Properties)ISynchro\TIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summa None ., -r► -,* .4- None Min I \*" Min 28.1 -4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 15.0 34.0 9.0 28.0 8.0 39.0 8.0 39.0 39.0 Total Split ( %) 16.7% 37.8% 10.0% 31.1% 8.9% 43.3% 8.9% 43.3% 43.3% Maximum Green (s) 12.0 28.0 6.0 22.0 5.0 33.0 5.0 33.0 33.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summa None None None None None Min None Min Min 28.1 16.5 14.8 11.2 75.0 40.7 33.1 41.8 37.7 37.7 0.37 0.22 0.20 0.15 1.00 0.54 0.44 0.56 0.50 0.50 0.17 0.68 0.94 0.11 0.12 0.03 0.84 0.24 0.39 0.01 16.6 28.9 72.3 28.4 0.1 8.9 31.9 10.6 14.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.6 28.9 72.3 28.4 0.1 8.9 31.9 10.6 14.6 0.0 B C E C A A C B B A 26.0 38.8 31.4 13.7 C D C B 10.7 23.7 6.0 19.0 5.0 33.0 5.0 33.0 33.0 Gap Gap Max Hold Max Max Max Hold Hold 9.2 18.7 6.0 15.5 0.0 33.0 5.0 41.0 41.0 Gap Gap Max Hold Skip Max Max Hold Hold 27.6 15.6 6.0 0.0 0.0 33.0 5.0 41.0 41.0 Hold Gap Max Skip Skip Max Max Hold Hold 24.7 12.7 6.0 0.0 0.0 33.0 5.0 41.0 41.0 Hold Gap Max Skip Skip Max Max Hold Hold 0.0 8.5 6.0 0.0 0.0 26.8 0.0 26.8 26.8 Skip Gap Max Skip Skip Gap Skip Hold Hold 30 100 -174 14 0 3 275 14 96 0 59 180 143 35 0 13 #561 39 229 0 920 1195 1445 4045 225 350 150 560 175 325 597 725 260 580 1767 571 842 301 1017 941 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.16 0.41 0.94 0.05 0.12 0.03 0.80 0.24 0.37 0.01 Area Type: Other Cycle Length: 90 Actuated Cycle Length: 75 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 28.1 Intersection LOS: C G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 85.7 70th %ile Actuated Cycle: 80.7 50th %ile Actuated Cycle: 77.6 30th %ile Actuated Cycle: 74.7 10th %ile Actuated Cycle: 56.3 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue \00i ; 1 q2 a 1 4\ cis 4'06 �1— 07 08 G:1Projects1887 - Lexington (King Street Properties)ISynchroMASOM87 NB PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 3: Hayden Avenue & 65 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 2.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 10 229 467 4 24 114 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 883 Grade, % - 2 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 38 2 2 0 0 1 Mvmt Flow 11 254 519 4 27 127 Major /Minor Major1 Major2 Minor2 Conflicting Flow All 523 0 - 0 798 521 Stage 1 - - - - 521 - Stage 2 - - - - 277 - Critical Hdwy 4.48 - - 6 6.01 Critical Hdwy Stg 1 - - - - 5 - Critical Hdwy Stg 2 - - - - 5 - Follow -up Hdwy 2.542 - - - 3.5 3.309 Pot Cap -1 Maneuver 883 - - - 391 574 Stage 1 - - - - 636 - Stage 2 - - - - 799 - Platoon blocked, % - - - Mov Cap -1 Maneuver 883 - - - 385 574 Mov Cap -2 Maneuver - - - - 385 - Stage 1 - - - - 636 - Stage 2 - - - - 787 - Approach EB WB SB HCM Control Delay, s 0.4 0 14.6 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 883 - - - 529 HCM Lane WC Ratio 0.013 - - - 0.29 HCM Control Delay (s) 9.1 0 - - 14.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 1.2 G: \Projects \887 - Lexington (King Street Properties) \Synchro\TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 4: Hayden Avenue & 45 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 4.1 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 13 240 392 6 95 79 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 1 2 0 4 0 Mvmt Flow 15 270 440 7 107 89 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 447 0 - 0 743 444 Stage 1 - - - - 444 - Stage 2 - - 299 - Critical Hdwy 4.1 - - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow -up Hdwy 2.2 - - 3.536 3.3 Pot Cap -1 Maneuver 1124 - - - 380 618 Stage 1 - - - - 642 - Stage 2 - - - - 748 - Platoon blocked, % - - - Mov Cap -1 Maneuver 1124 - - - 374 618 Mov Cap -2 Maneuver - - - - 374 - Stage 1 - - - - 642 - Stage 2 - - - - 736 - Approach EB WB SIB HCM Control Delay, s 0.4 0 18.7 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 1124 - - - 456 HCM Lane V/C Ratio 0.013 - - - 0.429 HCM Control Delay (s) 8.2 0 - - 18.7 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 2.1 G:IProjects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 7.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 431 0 0 218 191 279 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None Critical Hdwy Stg 2 None - Yield Storage Length - - - - 0 220 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 0 0 3 1 1 Mvmt Flow 444 0 0 225 197 288 Major /Minor Majorl Major2 Minorl - 1127 Conflicting Flow All 0 0 444 0 669 444 Stage 1 - - - - 444 - Stage 2 - - - - 225 - Critical Hdwy - - 4.1 - 6.21 6.11 Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 - Follow -up Hdwy - - 2.2 - 3.509 3.309 Pot Cap -1 Maneuver - - 1127 - 440 624 Stage 1 - - - - 665 - Stage 2 - - - - 825 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1127 - 440 624 Mov Cap -2 Maneuver - - - - 440 - Stage 1 - - - - 665 - Stage 2 - - - - 825 - Approach EB WB NB HCM Control Delay, s 0 0 17.2 HCM LOS C Minor Lane / Maior Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh /h) 440 624 - - 1127 HCM Lane V/C Ratio 0.448 0.461 - - - - HCM Control Delay (s) 19.6 15.6 - - 0 - HCM Lane LOS C C - - A - HCM 95th %tile Q(veh) 2.3 2.4 - - 0 - G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 No -Build Condition 6: Waltham Street & Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 114 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 118 594 168 966 863 48 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 1 0 1 0 4 Mvmt Flow 128 646 183 1050 938 52 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2353 938 0 - 0 Stage 1 938 - - - - - Stage 2 1415 - - - - - Critical Hdwy 6.62 - 4.1 - - - Critical Hdwy Stg 1 5.62 - - - - - Critical Hdwy Stg 2 5.62 - - - - Follow -up Hdwy 3.518 - 2.2 - - - Pot Cap -1 Maneuver -35 0 739 - - Stage 1 361 0 - - Stage 2 207 0 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver -26 - 739 - - - Mov Cap -2 Maneuver -26 - - - - - Stage 1 361 - - - - - Stage 2 156 - - - Approach EB NB SB HCM Control Delay, s $ 2072.7 1.7 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT E13Ln1 EBLn2 SBT SBR Capacity (veh /h) 739 - 26 - - - HCM Lane V/C Ratio 0.247 - 4.933 - - - HCM Control Delay (s) 11.5 $ 2072.7 0 - - HCM Lane LOS B - F A - - HCM 95th %tile Q(veh) 1 - 15.8 - - - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour fo Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4r r T t Volume (vph) 0 0 0 221 0 188 0 468 560 209 563 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.927 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1829 0 1706 0 1987 0 1847 1944 0 Flt Permitted 0.950 0.088 Satd. Flow (perm) 0 2153 0 1829 0 1706 0 1987 0 171 1944 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 196 61 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 2% 0% 1 % 0% 1 % 0% 1 % 1% 0% Adj. Flow (vph) 0 0 0 230 0 196 0 488 583 218 586 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 230 0 196 0 1071 0 218 586 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Intersection Summary Area Type: Other Cycle Length: 113 Actuated Cycle Length: 83.3 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB PM.syn MDM Transportation Consultants, Inc. ---* - -`* or �-- I /'` \0' 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 18 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 8.0 12.0 4.0 12.0 Minimum Split (s) 8.0 8.0 14.0 18.0 11.0 18.0 Total Split (s) 19.0 19.0 31.0 48.0 15.0 63.0 Total Split ( %) 16.8% 16.8% 27.4% 42.5 % 13.3% 55.8% Maximum Green (s) 15.0 15.0 25.0 42.0 12.0 57.0 Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 5.0 5.0 2.0 5.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None Min Act Effct Green (s) 16.9 33.0 43.2 59.4 56.4 Actuated g/C Ratio 0.20 0.40 0.52 0.71 0.68 v/c Ratio 0.62 0.25 1.01 0.63 0.45 Control Delay 38.2 3.2 52.2 22.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 3.2 52.2 22.3 8.2 LOS D A D C A Approach Delay 52.2 12.0 Approach LOS D B 90th %ile Green (s) 0.0 0.0 22.8 42.0 12.0 57.0 90th %ile Term Code Skip Skip Gap Max Max Hold 70th %ile Green (s) 0.0 0.0 18.1 42.0 12.0 57.0 70th %ile Term Code Skip Skip Gap Max Max Hold 50th %ile Green (s) 0.0 0.0 15.7 42.0 11.1 56.1 50th %ile Term Code Skip Skip Gap Max Gap Hold 30th %ile Green (s) 0.0 0.0 13.5 42.0 8.6 53.6 30th %ile Term Code Skip Skip Gap Max Gap Hold 10th %ile Green (s) 0.0 0.0 10.3 42.0 7.4 52.4 10th %ile Term Code Skip Skip Gap Max Gap Hold Queue Length 50th (ft) 112 0 -553 48 121 Queue Length 95th (ft) 184 36 #946 136 237 Internal Link Dist (ft) 170 470 920 1445 Turn Bay Length (ft) 350 230 Base Capacity (vph) 573 829 1060 384 1360 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.24 1.01 0.57 0.43 Intersection Summary Area Type: Other Cycle Length: 113 Actuated Cycle Length: 83.3 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15 90th %ile Actuated Cycle: 91.8 70th %ile Actuated Cycle: 87.1 50th %ile Actuated Cycle: 83.8 30th %ile Actuated Cycle: 79.1 10th %ile Actuated Cycle: 74.7 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: Spring Street & Concord Avenue 1.01 1 o2 404 • c�a W_ WOM on G: \Projects07 - Lexington (King Street Properties)\Synchro \TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour --r --* 4e ■-- 4% /0- Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ I t y Volume (vph) 333 243 145 233 308 345 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% _1% 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.943 0.929 Flt Protected 0.950 0.977 Satd. Flow (prot) 1967 0 1814 2164 1888 0 Flt Permitted 0.098 0.977 Satd. Flow (perm) 1967 0 187 2164 1888 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 31 53 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles ( %) 2% 0% 0% 0% 1% 0% Adj. Flow (vph) 340 248 148 238 314 352 Shared Lane Traffic ( %) Lane Group Flow (vph) 588 0 148 238 666 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 8: Spring Street & Marreft Road (Route 2A) Weekday Evening Peak Hour Lane Grou Minimum Split (s) Total Split (s) Total Split ( %) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summa EBT EBR WBL WBT NBL NBR 15.0 56.0 40.7% 51.0 4.0 1.0 -1.0 4.0 Lag Yes 3.0 Min 36.5 0.35 0.82 40.9 0.0 40.9 D 40.9 D 51.0 Max 45.3 Gap 35.7 Gap 28.1 Gap 20.5 Gap 329 589 920 15.0 16.0 11.6% 11.0 4.0 1.0 -1.0 4.0 Lead Yes 3.0 None 52.9 0.51 0.52 25.0 0.0 25.0 C 11.0 Max 11.0 Max 10.4 Gap 10.0 Min 10.0 Min 50 130 230 15.0 72.0 52.4% 67.0 4.0 1.0 -1.0 4.0 3.0 Min 52.9 0.51 0.22 16.3 0.0 16.3 B 19.6 B 67.0 Hold 61.3 Hold 51.1 Hold 43.1 Hold 35.5 Hold 83 172 920 15.0 65.5 47.6% 60.5 3.0 2.0 -1.0 4.0 3.0 None 42.1 0.41 0.83 36.2 0.0 36.2 D 36.2 D 60.5 Max 52.1 Gap 41.5 Gap 32.2 Gap 23.3 Gap 353 619 4045 1065 296 1512 1212 0 0 0 0 0 0 0 0 0 0 0 0 0.55 0.50 0.16 0.55 Area Type: Other Cycle Length: 137.5 Actuated Cycle Length: 103.5 Natural Cycle: 75 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 34.0 Intersection LOS: C G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No -Build Condition 8_ Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 137.5 70th %ile Actuated Cycle: 123.4 50th %ile Actuated Cycle: 102.6 30th %ile Actuated Cycle: 85.3 10th %ile Actuated Cycle: 68.8 Splits and Phases: 8: Spring Street & Marrett Road (Route 2A) 7 tail 4\ 03 4-- 06 G:\Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ t r T I t r Volume (vph) 13 16 20 431 82 79 136 172 460 160 692 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.917 0.850 0.891 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1554 1589 0 1701 1834 1733 1734 1631 0 1944 1938 1663 Flt Permitted 0.667 0.103 0.139 Satd. Flow (perm) 1636 1589 0 1194 1834 1733 188 1631 0 284 1938 1663 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 218 158 145 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles ( %) 15% 13% 5% 0% 1 % 3% 2% 1 % 2% 2% 1 % 0% Adj. Flow (vph) 14 17 21 459 87 84 145 183 489 170 736 116 Shared Lane Traffic ( %) Lane Group Flow (vph) 14 38 0 459 87 84 145 672 0 170 736 116 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 14.0 11.0 25.0 22.0 20.0 34.0 20.0 34.0 34.0 Total Split ( %) 15.6% 12.2% 27.8% 24.4% 22.2% 37.8% 22.2% 37.8% 37.8% Maximum Green (s) 11.0 5.0 22.0 16.0 17.0 28.0 17.0 28.0 28.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C -Max None C -Max C -Max Act Effct Green (s) 12.5 6.0 29.5 22.0 90.0 54.1 41.2 54.8 41.5 41.5 Actuated g/C Ratio 0.14 0.07 0.33 0.24 1.00 0.60 0.46 0.61 0.46 0.46 v/c Ratio 0.06 0.30 0.88 0.19 0.05 0.51 0.81 0.47 0.82 0.14 Control Delay 20.5 30.4 47.0 26.1 0.1 18.9 32.2 12.4 33.4 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.5 30.4 47.0 26.1 0.1 18.9 32.2 12.4 33.4 2.4 LOS C C D C A B C B C A Approach Delay 27.7 37.8 29.8 26.4 Approach LOS C D C C 90th %ile Green (s) 7.1 5.0 22.0 19.9 12.5 31.7 13.3 32.5 32.5 90th %ile Term Code Gap Max Max Hold Gap Coord Gap Coord Coord 70th %ile Green (s) 0.0 5.0 22.0 30.0 10.0 34.6 10.4 35.0 35.0 70th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 50th %ile Green (s) 0.0 5.0 22.0 30.0 8.9 35.9 9.1 36.1 36.1 50th %ile Term Code Skip Max Max Hold Gap Coord Gap Coord Coord 30th %ile Green (s) 0.0 0.0 22.0 19.0 7.2 48.7 7.3 48.8 48.8 30th %ile Term Code Skip Skip Max Hold Gap Coord Gap Coord Coord 10th %ile Green (s) 0.0 0.0 21.7 0.0 6.2 49.9 6.4 50.1 50.1 10th %ile Term Code Skip Skip Gap Skip Gap Coord Gap Coord Coord Queue Length 50th (ft) 5 9 218 34 0 50 319 41 387 0 Queue Length 95th (ft) 17 40 #363 80 0 90 #549 71 #664 22 Internal Link Dist (ft) 920 1195 1445 4045 Turn Bay Length (ft) 225 350 150 560 175 325 Base Capacity (vph) 305 125 522 488 1733 426 831 510 893 844 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.30 0.88 0.18 0.05 0.34 0.81 0.33 0.82 0.14 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 %), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 65 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.88 G:1Projects1887 - Lexington (King Street Properties)ISynchro\TIAS021887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Morning Peak Hour Intersection Signal Delay: 30.4 Intersection LOS: C Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue \001 02 q3 1 "11"04 ,. M 4\ 05 "' p6 o7 03 ASMAIWAyNxim G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 3: Hayden Avenue & 65 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 2.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 210 258 891 51 6 27 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 -2 - -2 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 4 2 0 0 13 Mvmt Flow 231 284 979 56 7 30 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 1035 0 - 0 1752 1007 Stage 1 - - - - 1007 - Stage 2 - - - - 745 - Critical Hdwy 4.1 - - - 6 6.13 Critical Hdwy Stg 1 - - - 5 - Critical Hdwy Stg 2 - - - - 5 - Follow -up Hdwy 2.2 - - - 3.5 3.417 Pot Cap -1 Maneuver 679 - - - 116 295 Stage 1 - - - - 398 - Stage 2 - - - - 514 - Platoon blocked, % - - Mov Cap -1 Maneuver 679 - - - 69 295 Mov Cap -2 Maneuver - - - 69 - Stage 1 - - - - 398 - Stage 2 - - - - 306 - Approach EB WB SB HCM Control Delay, s 5.8 0 29.1 HCM LOS D Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 679 - - - 185 HCM Lane V/C Ratio 0.34 - - - 0.196 HCM Control Delay (s) 13 0 - - 29.1 HCM Lane LOS B A - - D HCM 95th %tile Q(veh) 1.5 - - - 0.7 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 B AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 4: Hayden Avenue & 45 Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 2.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 142 122 916 183 18 26 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 165 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 4 2 2 0 0 Mvmt Flow 153 131 985 197 19 28 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 1182 0 - 0 1520 1083 Stage 1 - - - - 1083 - Stage 2 - - - - 437 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow -up Hdwy 2.2 - - - 3.5 3.3 Pot Cap -1 Maneuver 598 - - - 132 266 Stage 1 - - - - 328 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap -1 Maneuver 598 - - 96 266 Mov Cap -2 Maneuver - - - - 96 - Stage 1 - - - - 328 - Stage 2 - - 474 - Approach EB WB SB HCM Control Delay, s 7 0 33 HCM LOS D Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh /h) 598 - - - 96 266 HCM Lane V/C Ratio 0.255 - - - 0.202 0.105 HCM Control Delay (s) 13.1 0 - - 51.7 20.1 HCM Lane LOS B A - - F C HCM 95th %tile Q(veh) 1 - - - 0.7 0.3 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 108.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 109 0 0 496 681 587 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None Critical Hdwy Stg 2 None - Yield Storage Length - - 3.309 - 0 220 Veh in Median Storage, # 0 - - - - 918 0 0 - Grade, % 1 - - - - -1 -1 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 6 0 0 2 1 1 Mvmt Flow 115 0 0 522 717 618 Major /Minor Majorl Major2 Minorl - 1487 - Conflicting Flow All 0 0 115 0 637 115 Stage 1 - - - - 115 - Stage 2 - - - - 522 - Critical Hdwy - - 4.1 - 6.21 6.11 Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 - Follow -up Hdwy - - 2.2 - 3.509 3.309 Pot Cap -1 Maneuver - - 1487 - —459 943 Stage 1 - - - - 918 - Stage 2 - - - - —615 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1487 - —459 943 Mov Cap -2 Maneuver - - - - —459 - Stage 1 - - - - 918 Stage 2 - - - - —615 - Approach EB WB NB HCM Control Delay, s 0 0 160.8 HCM LOS F Minor Lane / Maior Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh /h) 459 943 - - 1487 - HCM Lane V/C Ratio 1.562 0.655 - - - - HCM Control Delay (s) 285.8 15.8 - - 0 - HCM Lane LOS F C - - A - HCM 95th %tile Q(veh) 39.1 5.1 - - 0 - Notes —: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G: \Projects\887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour Intersection Int Delay, s /veh 15.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 15 519 332 641 1179 175 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 2 2 3 3 2 Mvmt Flow 16 564 361 697 1282 190 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2700 - 1282 0 - 0 Stage 1 1282 - - - - - Stage 2 1418 - - - - Critical Hdwy 6.71 - 4.12 - - Critical Hdwy Stg 1 5.71 - - - - - Critical Hdwy Sig 2 5.71 - - - - - Follow -up Hdwy 3.599 - 2.218 - - Pot Cap -1 Maneuver 19 0 541 - - Stage 1 232 0 - - - - Stage 2 197 0 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver -6 - 541 - - - Mov Cap -2 Maneuver -6 - - - - Stage 1 232 - - - - Stage 2 66 - - - - - Approach EB NB SB HCM Control Delay, s $1931.1 8.2 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh /h) 541 - 6 - HCM Lane V/C Ratio 0.667 - 2.717 - - - HCM Control Delay (s) 24 $1931.1 0 - - HCM Lane LOS C - F A - HCM 95th %tile Q(veh) 4.9 - 3.2 - - - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ I if T t Volume (vph) 0 0 0 299 0 474 0 302 167 228 895 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.952 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1847 0 1689 0 2023 0 1847 1944 0 Flt Permitted 0.950 0.357 Satd. Flow (perm) 0 2153 0 1847 0 1689 0 2023 0 694 1944 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 463 33 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 1 % 0% 2% 0% 1 % 2% 1 % 1 % 0% Adj. Flow (vph) 0 0 0 311 0 494 0 315 174 238 932 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 311 0 494 0 489 0 238 932 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 18 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 8.0 12.0 4.0 12.0 Minimum Split (s) 8.0 8.0 14.0 18.0 11.0 18.0 Total Split (s) 11.0 11.0 25.0 34.0 20.0 54.0 Total Split ( %) 12.2% 12.2% 27.8% 37.8% 22.2% 60.0% Maximum Green (s) 7.0 7.0 19.0 28.0 17.0 48.0 Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 5.0 5.0 2.0 5.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C -Max None C -Max Act Effct Green (s) 18.9 36.0 47.0 64.1 61.1 Actuated g/C Ratio 0.21 0.40 0.52 0.71 0.68 v/c Ratio 0.80 0.52 0.46 0.37 0.71 Control Delay 50.3 4.2 15.2 6.1 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 50.3 4.2 15.2 6.1 13.3 LOS D A B A B Approach Delay 15.2 11.9 Approach LOS B B 90th %ile Green (s) 0.0 0.0 19.0 40.2 15.8 59.0 90th %ile Term Code Skip Skip Max Coord Gap Coord 70th %ile Green (s) 0.0 0.0 19.0 43.5 12.5 59.0 70th %ile Term Code Skip Skip Max Coord Gap Coord 50th %ile Green (s) 0.0 0.0 19.0 45.6 10.4 59.0 50th %ile Term Code Skip Skip Max Coord Gap Coord 30th %ile Green (s) 0.0 0.0 18.7 46.8 9.5 59.3 30th %ile Term Code Skip Skip Gap Coord Gap Coord 10th %ile Green (s) 0.0 0.0 14.0 54.1 6.9 64.0 10th %ile Term Code Skip Skip Gap Coord Gap Coord Queue Length 50th (ft) 166 10 155 42 357 Queue Length 95th (ft) #287 63 266 m59 m478 Internal Link Dist (ft) 170 470 920 1445 Turn Bay Length (ft) 350 230 Base Capacity (vph) 410 1029 1072 724 1319 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.76 0.48 0.46 0.33 0.71 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Morning Peak Hour Offset: 18 (20 %), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated - Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Spring Street & Concord Avenue p 1 1 t02 A4 08 06 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marreft Road (Route 2A) Weekday Morning Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ t Volume (vph) 279 393 449 397 138 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% -11% 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.921 0.933 Flt Protected 0.950 0.975 Satd. Flow (prot) 1904 0 1796 2122 1873 0 Flt Permitted 0.084 0.975 Satd. Flow (perm) 1904 0 159 2122 1873 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 71 34 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 5% 0% 1% 2% 2% 1% Adj. Flow (vph) 294 414 473 418 145 143 Shared Lane Traffic ( %) Lane Group Flow (vph) 708 0 473 418 288 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Intersection Summar Area Type: Other Cycle Length: 132 Actuated Cycle Length: 104.1 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 33.9 Intersection LOS: C G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02\887 B AM.syn MDM Transportation Consultants, Inc. Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 15.0 15.0 15.0 15.0 Total Split (s) 65.0 35.0 100.0 32.0 Total Split ( %) 49.2% 26.5% 75.8% 24.2% Maximum Green (s) 60.0 30.0 95.0 27.0 Yellow Time (s) 4.0 4.0 4.0 3.0 All -Red Time (s) 1.0 1.0 1.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min None Min None Act Effct Green (s) 43.4 74.8 74.8 20.7 Actuated g/C Ratio 0.42 0.72 0.72 0.20 v/c Ratio 0.85 0.87 0.27 0.72 Control Delay 35.9 47.1 5.8 48.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 35.9 47.1 5.8 48.0 LOS D D A D Approach Delay 35.9 27.8 48.0 Approach LOS D C D 90th %ile Green (s) 60.0 30.0 95.0 27.0 90th %ile Term Code Max Max Hold Max 70th %ile Green (s) 53.2 30.0 88.2 25.2 70th %ile Term Code Gap Max Hold Gap 50th %ile Green (s) 43.8 30.0 78.8 20.4 50th %ile Term Code Gap Max Hold Gap 30th %ile Green (s) 35.5 23.6 64.1 16.3 30th %ile Term Code Gap Gap Hold Gap 10th %ile Green (s) 23.2 16.3 44.5 11.1 10th %ile Term Code Gap Gap Hold Gap Queue Length 50th (ft) 407 249 85 169 Queue Length 95th (ft) 620 #543 149 305 Internal Link Dist (ft) 920 920 4045 Turn Bay Length (ft) 230 Base Capacity (vph) 1214 633 1860 560 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.58 0.75 0.22 0.51 Intersection Summar Area Type: Other Cycle Length: 132 Actuated Cycle Length: 104.1 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 33.9 Intersection LOS: C G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02\887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Morning Peak Hour Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 132 70th %ile Actuated Cycle: 123.4 50th %ile Actuated Cycle: 109.2 30th %ile Actuated Cycle: 90.4 10th %ile Actuated Cycle: 65.6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Spring Street & Marrett Road (Route 2A) q 1 —*02 08 47- 06 G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 B AM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T t if T I t if Volume (vph) 91 128 161 261 30 232 16 528 149 78 366 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 16 12 12 12 14 12 12 Grade ( %) 2% 5% 4% -6% Storage Length (ft) 225 0 350 150 560 0 175 325 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.850 0.967 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1723 0 1652 1853 1767 1769 1793 0 1871 1938 1663 Flt Permitted 0.597 0.578 0.500 0.150 Satd. Flow (perm) 1123 1723 0 1005 1853 1767 931 1793 0 295 1938 1663 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 239 18 145 Link Speed (mph) 30 40 30 30 Link Distance (ft) 1000 1275 1525 4125 Travel Time (s) 22.7 21.7 34.7 93.8 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 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 1 % 0% 0% 2% 6% 1 % 0% Adj. Flow (vph) 94 132 166 269 31 239 16 544 154 80 377 7 Shared Lane Traffic ( %) Lane Group Flow (vph) 94 298 0 269 31 239 16 698 0 80 377 7 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 14 14 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.08 1.03 0.88 1.03 1.03 1.03 0.88 0.96 0.96 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA pm +pt NA Free pm +pt NA pm +pt NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 6 6 Detector Phase 7 4 3 8 5 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 12.0 4.0 12.0 12.0 G: \Projects \887 - Lexington (King Street Properties)\Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 1: Spring Street & Shire Way /Hayden Avenue 2024 Build Condition Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 7.0 10.0 7.0 10.0 7.0 18.0 7.0 18.0 18.0 Total Split (s) 15.0 34.0 9.0 28.0 8.0 39.0 8.0 39.0 39.0 Total Split ( %) 16.7% 37.8% 10.0% 31.1% 8.9% 43.3% 8.9% 43.3% 43.3% Maximum Green (s) 12.0 28.0 6.0 22.0 5.0 33.0 5.0 33.0 33.0 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 2.0 5.0 2.0 5.0 2.0 5.0 5.0 Lead /Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min None Min Min Act Effct Green (s) 28.1 16.5 14.8 11.2 76.2 42.0 34.4 43.2 39.1 39.1 Actuated g/C Ratio 0.37 0.22 0.19 0.15 1.00 0.55 0.45 0.57 0.51 0.51 v/c Ratio 0.17 0.69 1.05 0.11 0.14 0.03 0.85 0.27 0.38 0.01 Control Delay 16.6 29.5 100.0 28.4 0.2 8.9 32.9 11.0 14.4 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 16.6 29.5 100.0 28.4 0.2 8.9 32.9 11.0 14.4 0.0 LOS B C F C A A C B B A Approach Delay 26.4 51.6 32.4 13.6 Approach LOS C D C B 90th %ile Green (s) 10.7 23.7 6.0 19.0 5.0 33.0 5.0 33.0 33.0 90th %ile Term Code Gap Gap Max Hold Max Max Max Hold Hold 70th %ile Green (s) 9.2 18.7 6.0 15.5 0.0 33.0 5.0 41.0 41.0 70th %ile Term Code Gap Gap Max Hold Skip Max Max Hold Hold 50th %ile Green (s) 27.6 15.6 6.0 0.0 0.0 33.0 5.0 41.0 41.0 50th %ile Term Code Hold Gap Max Skip Skip Max Max Hold Hold 30th %ile Green (s) 24.7 12.7 6.0 0.0 0.0 33.0 5.0 41.0 41.0 30th %ile Term Code Hold Gap Max Skip Skip Max Max Hold Hold 10th %ile Green (s) 0.0 8.5 6.0 0.0 0.0 33.0 0.0 33.0 33.0 10th %ile Term Code Skip Gap Max Skip Skip Max Skip Hold Hold Queue Length 50th (ft) 30 100 -199 14 0 3 290 15 96 0 Queue Length 95th (ft) 59 180 158 35 0 13 #589 42 229 0 Internal Link Dist (ft) 920 1195 1445 4045 Turn Bay Length (ft) 225 350 150 560 175 325 Base Capacity(vph) 585 708 256 565 1767 579 818 292 993 923 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.42 1.05 0.05 0.14 0.03 0.85 0.27 0.38 0.01 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 76.2 Natural Cycle: 70 Control Type: Actuated - Uncoordinated Maximum We Ratio: 1.05 Intersection Signal Delay: 32.0 Intersection LOS: C G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1: Spring Street & Shire Way /Hayden Avenue Weekday Evening Peak Hour Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 85.7 70th %ile Actuated Cycle: 80.7 50th %ile Actuated Cycle: 77.6 30th %ile Actuated Cycle: 74.7 10th %ile Actuated Cycle: 62.5 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Spring Street & Shire Way /Hayden Avenue pl 02 05 ti6 - 07 08 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 3: Hayden Avenue & 65 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 5.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 27 240 522 9 47 196 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 - Veh in Median Storage, # - 0 0 0 Grade, % - 2 -2 -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 38 2 2 0 0 1 Mvmt Flow 30 267 580 10 52 218 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 590 0 0 912 585 Stage 1 - - - - 585 - Stage 2 - - - - 327 - Critical Hdwy 4.48 - - 6 6.01 Critical Hdwy Sig 1 - - - 5 - Critical Hdwy Stg 2 - - - 5 - Follow -up Hdwy 2.542 - - - 3.5 3.309 Pot Cap -1 Maneuver 831 - - 339 530 Stage 1 - - - 598 - Stage 2 - - - 762 - Platoon blocked, % - - - Mov Cap -1 Maneuver 831 - - - 325 530 Mov Cap -2 Maneuver - - - - 325 - Stage 1 - - - - 598 - Stage 2 - - - - 730 - Approach EB WB SB HCM Control Delay, s 1 0 22.3 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR SBLnl Capacity (veh /h) 831 - - - 472 HCM Lane V/C Ratio 0.036 - - - 0.572 HCM Control Delay (s) 9.5 0 - - 22.3 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 3.5 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 4: Hayden Avenue & 45 Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 6.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh /h 24 263 397 20 163 134 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 165 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 2 2 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 1 2 0 4 0 Mvmt Flow 27 296 446 22 183 151 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 469 0 - 0 806 457 Stage 1 - - - - 457 - Stage 2 - - - - 349 - Critical Hdwy 4.1 - - - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow -up Hdwy 2.2 - - - 3.536 3.3 Pot Cap -1 Maneuver 1103 - - - 349 608 Stage 1 - - - - 633 - Stage 2 - - - - 710 - Platoon blocked, % - - - Mov Cap -1 Maneuver 1103 - - 339 608 Mov Cap -2 Maneuver - - - - 339 - Stage 1 - - - - 633 - Stage 2 - - - 689 - Approach EB WB SB HCM Control Delay, s 0.7 0 20.9 HCM LOS C Minor Lane /Major Mvmt EBL EBT WBT WBR S13Ln1 S13Ln2 Capacity (veh /h) 1103 - - 339 608 HCM Lane WC Ratio 0.024 - - 0.54 0.248 HCM Control Delay (s) 8.3 0 - 27.4 12.9 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0.1 - - - 3 1 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Intersection Int Delay, s /veh 8.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh /h 522 0 0 228 200 279 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - Yield Storage Length - - - - 0 220 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 0 0 3 1 1 Mvmt Flow 538 0 0 235 206 288 Major /Minor Majorl Major2 Minorl - 1040 - Conflicting Flow All 0 0 538 0 773 538 Stage 1 - - - - 538 - Stage 2 - - - - 235 - Critical Hdwy - - 4.1 - 6.21 6.11 Critical Hdwy Stg 1 - - - - 5.21 - Critical Hdwy Stg 2 - - - - 5.21 - Follow -up Hdwy - - 2.2 - 3.509 3.309 Pot Cap -1 Maneuver - - 1040 - 385 553 Stage 1 - - - - 605 - Stage 2 - - - - 817 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1040 - 385 553 Mov Cap -2 Maneuver - - - - 385 - Stage 1 - - - - 605 Stage 2 - - - - 817 - Approach EB WB NB HCM Control Delay, s 0 0 20.9 HCM LOS C Minor Lane / Maior Mvmt NBLnl N13Ln2 EBT EBR WBL WBT Capacity (veh /h) 385 553 - - 1040 - HCM Lane V/C Ratio 0.536 0.52 - - - - HCM Control Delay (s) 24.6 18.3 - - 0 - HCM Lane LOS C C - - A - HCM 95th %tile Q(veh) 3 3 - - 0 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02\887 B PM.syn MDM Transportation Consultants, Inc. HCM 2010 TWSC 2024 Build Condition 6: Waltham Street & Hayden Avenue weekday Evening Peak Hour Intersection Int Delay, s /veh 169.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh /h 141 662 173 966 863 53 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None - None Storage Length 0 0 205 - - 125 Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - 2 -3 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 1 0 1 0 4 Mvmt Flow 153 720 188 1050 938 58 Major /Minor Minor2 Majorl Major2 Conflicting Flow All 2364 - 938 0 - 0 Stage 1 938 - - - - - Stage 2 1426 - - - - - Critical Hdwy 6.62 - 4.1 - - - Critical Hdwy Stg 1 5.62 - - - - - Critical Hdwy Stg 2 5.62 - - - - Follow -up Hdwy 3.518 - 2.2 - - Pot Cap -1 Maneuver -34 0 739 - - Stage 1 361 0 - - - Stage 2 205 0 - - - Platoon blocked, % - - - Mov Cap -1 Maneuver -25 - 739 - - Mov Cap -2 Maneuver -25 - - - Stage 1 361 - - - - Stage 2 -153 - - - Approach EB NB SB HCM Control Delay, s $ 2618.6 1.8 0 HCM LOS F Minor Lane /Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh /h) 739 - 25 - - HCM Lane V/C Ratio 0.254 - 6.13 - - HCM Control Delay (s) 11.5 $2618.6 0 - - HCM Lane LOS B - F A - - HCM 95th %tile Q(veh) 1 - 19.1 - - - Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G: \Projects \887 - Lexington (King Street Properties) \Synchro\TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ r T + Volume (vph) 0 0 0 221 0 204 0 473 560 209 586 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 13 12 14 12 16 16 13 13 12 Storage Length (ft) 0 0 350 0 0 0 230 0 Storage Lanes 0 0 1 1 0 0 1 0 Taper Length (ft) 25 100 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.927 Fit Protected 0.950 0.950 Satd. Flow (prot) 0 2153 0 1829 0 1706 0 1987 0 1847 1944 0 Fit Permitted 0.950 0.088 Satd. Flow (perm) 0 2153 0 1829 0 1706 0 1987 0 171 1944 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 212 61 Link Speed (mph) 30 35 30 30 Link Distance (ft) 250 550 1000 1525 Travel Time (s) 5.7 10.7 22.7 34.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles ( %) 0% 0% 0% 2% 0% 1% 0% 1% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 230 0 212 0 493 583 218 610 0 Shared Lane Traffic ( %) Lane Group Flow (vph) 0 0 0 230 0 212 0 1076 0 218 610 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 13 13 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.85 0.96 1.00 0.92 1.00 0.85 0.85 0.96 0.96 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 1 1 1 Detector Template Left Thru Leading Detector (ft) 20 100 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) - 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Prot pt +ov NA pm +pt NA Protected Phases 4 4 8 18 2 1 6 G:1Projects1887 - Lexington (King Street Properties)1Synchro\TIAS021887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour --1' yip f- 4- *- 4\ I ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 18 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 8.0 12.0 4.0 12.0 Minimum Split (s) 8.0 8.0 14.0 18.0 11.0 18.0 Total Split (s) 19.0 19.0 31.0 48.0 15.0 63.0 Total Split ( %) 16.8% 16.8% 27.4% 42.5% 13.3% 55.8% Maximum Green (s) 15.0 15.0 25.0 42.0 12.0 57.0 Yellow Time (s) 3.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 5.0 5.0 2.0 5.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None Min Act Effct Green (s) 16.9 33.0 43.2 59.4 56.4 Actuated g/C Ratio 0.20 0.40 0.52 0.71 0.68 v/c Ratio 0.62 0.26 1.02 0.63 0.46 Control Delay 38.2 3.1 53.5 22.3 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 3.1 53.5 22.3 8.4 LOS D A D C A Approach Delay 53.5 12.1 Approach LOS D B 90th %ile Green (s) 0.0 0.0 22.8 42.0 12.0 57.0 90th %ile Term Code Skip Skip Gap Max Max Hold 70th %ile Green (s) 0.0 0.0 18.1 42.0 12.0 57.0 70th %ile Term Code Skip Skip Gap Max Max Hold 50th %ile Green (s) 0.0 0.0 15.7 42.0 11.1 56.1 50th %ile Term Code Skip Skip Gap Max Gap Hold 30th %ile Green (s) 0.0 0.0 13.5 42.0 8.6 53.6 30th %ile Term Code Skip Skip Gap Max Gap Hold 10th %ile Green (s) 0.0 0.0 10.3 42.0 7.4 52.4 10th %ile Term Code Skip Skip Gap Max Gap Hold Queue Length 50th (ft) 112 0 -595 48 128 Queue Length 95th (ft) 184 37 #954 136 250 Internal Link Dist (ft) 170 470 920 1445 Turn Bay Length (ft) 350 230 Base Capacity (vph) 573 839 1060 384 1360 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.25 1.02 0.57 0.45 Intersection Summary Area Type: Other Cycle Length: 113 Actuated Cycle Length: 83.3 G:1Projects1887 - Lexington (King Street Properties)1SynchrolTIAS021887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 7: Spring Street & Concord Avenue Weekday Evening Peak Hour Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 32.8 Intersection LOS: C Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15 90th %ile Actuated Cycle: 91.8 70th %ile Actuated Cycle: 87.1 50th %ile Actuated Cycle: 83.8 30th %ile Actuated Cycle: 79.1 10th %ile Actuated Cycle: 74.7 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: Spring Street & Concord Avenue 1701 07, A4 1 wF 08 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour -0. ''`t If " "*-- f Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ I t y Volume (vph) 333 250 145 233 342 345 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 16 15 15 Grade ( %) 4% -1% 0% Storage Length (ft) 0 230 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 0.932 Fit Protected 0.950 0.976 Satd. Flow (prot) 1965 0 1814 2164 1892 0 Flt Permitted 0.094 0.976 Satd. Flow (perm) 1965 0 179 2164 1892 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 32 48 Link Speed (mph) 30 30 30 Link Distance (ft) 1000 1000 4125 Travel Time (s) 22.7 22.7 93.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles ( %) 2% 0% 0% 0% 1% 0% Adj. Flow (vph) 340 255 148 238 349 352 Shared Lane Traffic ( %) Lane Group Flow (vph) 595 0 148 238 701 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 29 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.87 0.87 0.99 0.84 0.88 0.88 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA pm +pt NA Prot Protected Phases 2 1 6 8 Permitted Phases 6 Detector Phase 2 1 6 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour Intersection Summar Area Type: Other Cycle Length: 137.5 Actuated Cycle Length: 108 Natural Cycle: 80 Control Type: Actuated- Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 36.2 Intersection LOS: D G: \Projects \887 - Lexington (King Street Properties)\Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. -4. #' *_ Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 15.0 15.0 15.0 15.0 Total Split (s) 56.0 16.0 72.0 65.5 Total Split ( %) 40.7% 11.6% 52.4% 47.6% Maximum Green (s) 51.0 11.0 67.0 60.5 Yellow Time (s) 4.0 4.0 4.0 3.0 All -Red Time (s) 1.0 1.0 1.0 2.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min None Min None Act Effct Green (s) 38.1 54.4 54.4 45.1 Actuated g/C Ratio 0.35 0.50 0.50 0.42 v/c Ratio 0.83 0.54 0.22 0.86 Control Delay 42.8 27.3 17.2 39.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 42.8 27.3 17.2 39.0 LOS D C B D Approach Delay 42.8 21.1 39.0 Approach LOS D C D 90th %ile Green (s) 51.0 11.0 67.0 60.5 90th %ile Term Code Max Max Hold Max 70th %ile Green (s) 48.1 11.0 64.1 56.9 70th %ile Term Code Gap Max Hold Gap 50th %ile Green (s) 37.8 10.7 53.5 45.2 50th %ile Term Code Gap Gap Hold Gap 30th %ile Green (s) 30.0 10.0 45.0 36.0 30th %ile Term Code Gap Min Hold Gap 10th %ile Green (s) 21.5 10.0 36.5 25.3 10th %ile Term Code Gap Min Hold Gap Queue Length 50th (ft) 357 54 90 404 Queue Length 95th (ft) 597 134 172 677 Internal Link Dist (ft) 920 920 4045 Turn Bay Length (ft) 230 Base Capacity (vph) 1017 282 1442 1159 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.59 0.52 0.17 0.60 Intersection Summar Area Type: Other Cycle Length: 137.5 Actuated Cycle Length: 108 Natural Cycle: 80 Control Type: Actuated- Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 36.2 Intersection LOS: D G: \Projects \887 - Lexington (King Street Properties)\Synchro \TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 8: Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 90th %ile Actuated Cycle: 137.5 70th %ile Actuated Cycle: 131 50th %ile Actuated Cycle: 108.7 30th %ile Actuated Cycle: 91 10th %ile Actuated Cycle: 71.8 Splits and Phases: 8: Spring Street & Marrett Road (Route 2A) 4,01 �"p2 l 03 06 G: \Projects \887 - Lexington (King Street Properties) \Synchro\TIAS02 \887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 45 40 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Link Distance (ft) Weekday Morning Peak Hour --I,. 41� �-- Travel Time (s) Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations + 0.95 0.95 + I r Volume (vph) 109 0 0 496 681 587 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 16 16 Grade ( %) 1 % -1% -1% 115 Storage Length (ft) 0 0 717 0 220 Storage Lanes 0 0 No 1 1 Taper Length (ft) Left 25 Left 25 Left Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Link Offset(ft) 0 0.850 Fit Protected 0 Crosswalk Width(ft) 0.950 Satd. Flow (prot) 2021 0 0 2122 2036 1821 Flt Permitted 0.950 Headway Factor Satd. Flow (perm) 2021 0 0 2122 2036 1821 Right Turn on Red Yes 9 15 Yes Satd. Flow (RTOR) Number of Detectors 1 618 Link Speed (mph) 45 40 30 Link Distance (ft) 1370 555 1000 Travel Time (s) 20.8 9.5 22.7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles ( %) 6% 0% 0% 2% 1 % 1 % Adj. Flow (vph) 115 0 0 522 717 618 Shared Lane Traffic ( %) Lane Group Flow (vph) 115 0 0 522 717 618 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.84 0.84 0.84 0.84 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA NA Prot Perm Protected Phases 2 6 8 Permitted Phases 8 Detector Phase 2 6 8 8 Switch Phase Minimum Initial (s) 8.0 8.0 6.0 6.0 G:\Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Weekday Morning Peak Hour Intersection Summa Area Type: ' Other Cycle Length: 65 Actuated Cycle Length: 51.7 Natural Cycle: 50 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.5 Intersection LOS: B G: \Projects \887 - Lexington (King Street Properties ) \Synchro \TIAS02 \Mitigated\887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 13.0 13.0 11.0 11.0 Total Split (s) 34.0 34.0 31.0 31.0 Total Split ( %) 52.3% 52.3% 47.7% 47.7% Maximum Green (s) 29.0 29.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Act Effct Green (s) 19.2 19.2 24.3 24.3 Actuated g/C Ratio 0.37 0.37 0.47 0.47 v/c Ratio 0.15 0.66 0.75 0.52 Control Delay 11.7 18.5 19.2 3.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.7 18.5 19.2 3.0 LOS B B B A Approach Delay 11.7 18.5 11.7 Approach LOS B B B 90th %ile Green (s) 27.1 27.1 26.0 26.0 90th %ile Term Code Hold Gap Max Max 70th %ile Green (s) 21.0 21.0 26.0 26.0 70th %ile Term Code Hold Gap Max Max 50th %ile Green (s) 18.0 18.0 26.0 26.0 50th %ile Term Code Hold Gap Max Max 30th %ile Green (s) 15.3 15.3 22.0 22.0 30th %ile Term Code Hold Gap Gap Gap 10th %ile Green (s) 11.1 11.1 16.0 16.0 10th %ile Term Code Hold Gap Gap Gap Queue Length 50th (ft) 25 140 162 0 Queue Length 95th (ft) 51 222 #419 51 Internal Link Dist (ft) 1290 475 920 Turn Bay Length (ft) 220 Base Capacity (vph) 1212 1272 1099 1267 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.09 0.41 0.65 0.49 Intersection Summa Area Type: ' Other Cycle Length: 65 Actuated Cycle Length: 51.7 Natural Cycle: 50 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.5 Intersection LOS: B G: \Projects \887 - Lexington (King Street Properties ) \Synchro \TIAS02 \Mitigated\887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Weekday Morning Peak Hour Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 63.1 70th %ile Actuated Cycle: 57 50th %ile Actuated Cycle: 54 30th %ile Actuated Cycle: 47.3 10th %ile Actuated Cycle: 37.1 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Route 2 WB off -ramp & Hayden Avenue --002 1``08 06 G:1Projects1887 - Lexington (King Street Properties )1Synchro\TIAS021Mitigated1887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour -.4 41 I t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations if ' + t r Volume (vph) 15 519 332 641 1179 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 11 16 16 14 Grade ( %) 1% 2% -3% Storage Length (ft) 0 0 205 125 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1834 1785 1694 2070 2122 1714 Flt Permitted 0.950 0.078 Satd. Flow (perm) 1834 1785 139 2070 2122 1714 Right Turn on Red Yes Yes Said. Flow (RTOR) 443 76 Link Speed (mph) 40 35 40 Link Distance (ft) 555 1000 1000 Travel Time (s) 9.5 19.5 17.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles ( %) 11% 2% 2% 3% 3% 2% Adj. Flow (vph) 16 564 361 697 1282 190 Shared Lane Traffic ( %) Lane Group Flow (vph) 16 564 361 697 1282 190 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.06 0.86 0.83 0.90 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Free pm +pt NA NA Perm Protected Phases 5 2 6 Permitted Phases 4 Free 2 6 Detector Phase 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 8.0 8.0 8.0 G:\Projects \887 - Lexington (King Street Properties)\Synchro \TIAS02 \Mitigated \887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 78 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 19.0 Intersection LOS: B G:1Projects1887 - Lexington (King Street Properties )1Synchro\TIAS021Mitigated1887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. '-* I Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 11.0 10.0 13.0 13.0 13.0 Total Split (s) 11.0 27.0 79.0 52.0 52.0 Total Split ( %) 12.2% 30.0% 87.8% 57.8% 57.8% Maximum Green (s) 6.0 23.0 74.0 47.0 47.0 Yellow Time (s) 4.0 3.5 4.0 4.0 4.0 All -Red Time (s) 1.0 0.5 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min Min Act Effct Green (s) 7.1 78.0 72.1 75.4 48.4 48.4 Actuated g/C Ratio 0.09 1.00 0.92 0.97 0.62 0.62 v/c Ratio 0.10 0.32 0.69 0.35 0.97 0.17 Control Delay 37.3 0.5 24.5 1.1 37.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.3 0.5 24.5 1.1 37.1 5.3 LOS D A C A D A Approach Delay 1.5 9.1 33.0 Approach LOS A A C 90th %ile Green (s) 6.0 210 74.0 47.0 47.0 90th %ile Term Code Max Max Hold Max Max 70th %ile Green (s) 0.0 23.0 74.0 47.0 47.0 70th %ile Term Code Skip Max Hold Max Max 50th %ile Green (s) 0.0 21.3 72.3 47.0 47.0 50th %ile Term Code Skip Gap Hold Max Max 30th %ile Green (s) 0.0 18.0 69.0 47.0 47.0 30th %ile Term Code Skip Gap Hold Max Max 10th %ile Green (s) 0.0 13.5 64.5 47.0 47.0 10th %ile Term Code Skip Gap Hold Max Max Queue Length 50th (ft) 7 0 96 0 526 20 Queue Length 95th (ft) 29 0 232 95 #1104 64 Internal Link Dist (ft) 475 920 920 Turn Bay Length (ft) 205 125 Base Capacity (vph) 165 1785 590 1989 1316 1092 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 0.10 0.32 0.61 0.35 0.97 0.17 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 78 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 19.0 Intersection LOS: B G:1Projects1887 - Lexington (King Street Properties )1Synchro\TIAS021Mitigated1887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Morning Peak Hour Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 79 50th %ile Actuated Cycle: 77.3 30th %ile Actuated Cycle: 74 10th %ile Actuated Cycle: 69.5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Waltham Street & Hayden Avenue G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. 04 05 � o6 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B AM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations + + r Volume (vph) 522 0 0 228 200 279 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 16 16 Grade (%) 1% -1% -1% Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 2121 0 0 2101 2036 1821 Flt Permitted 0.950 Satd. Flow (perm) 2121 0 0 2101 2036 1821 Right Turn on Red Yes Yes Satd. Flow (RTOR) 288 Link Speed (mph) 45 40 30 Link Distance (ft) 1370 555 1000 Travel Time (s) 20.8 9.5 22.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles ( %) 1 % 0% 0% 3% 1 % 1 % Adj. Flow (vph) 538 0 0 235 206 288 Shared Lane Traffic ( %) Lane Group Flow (vph) 538 0 0 235 206 288 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 0.84 0.84 0.84 0.84 Turning Speed (mph) 9 15 15 9 Number of Detectors 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Turn Type NA NA Prot Perm Protected Phases 2 6 8 Permitted Phases 8 Detector Phase 2 6 8 8 Switch Phase Minimum Initial (s) 8.0 8.0 6.0 6.0 G:1Projects1887 - Lexington (King Street Properties )1Synchro\TIAS021Mitigated1887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Intersection Summar Area Type: Other Cycle Length: 60 Actuated Cycle Length: 32.9 Natural Cycle: 40 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 8.0 Intersection LOS: A G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lane Group EBT EBR WBL WBT NBL NBR Minimum Split (s) 13.0 13.0 11.0 11.0 Total Split (s) 43.0 43.0 17.0 17.0 Total Split ( %) 71.7% 71.7% 28.3% 28.3% Maximum Green (s) 38.0 38.0 12.0 12.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Act Effct Green (s) 14.7 14.7 9.9 9.9 Actuated g/C Ratio 0.45 0.45 0.30 0.30 v/c Ratio 0.57 0.25 0.34 0.38 Control Delay 9.6 6.5 11.7 3.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.6 6.5 11.7 3.7 LOS A A B A Approach Delay 9.6 6.5 7.0 Approach LOS A A A 90th %ile Green (s) 20.4 20.4 12.0 12.0 90th %ile Term Code Gap Hold Max Max 70th %ile Green (s) 15.8 15.8 10.7 10.7 70th %ile Term Code Gap Hold Gap Gap 50th %ile Green (s) 13.5 13.5 8.4 8.4 50th %ile Term Code Gap Hold Gap Gap 30th %ile Green (s) 11.2 11.2 7.4 7.4 30th %ile Term Code Gap Hold Gap Gap 10th %ile Green (s) 8.8 8.8 6.2 6.2 10th %ile Term Code Gap Hold Gap Gap Queue Length 50th (ft) 57 21 26 0 Queue Length 95th (ft) 134 55 76 37 Internal Link Dist (ft) 1290 475 920 Turn Bay Length (ft) 220 Base Capacity (vph) 2087 2067 832 915 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.26 0.11 0.25 0.31 Intersection Summar Area Type: Other Cycle Length: 60 Actuated Cycle Length: 32.9 Natural Cycle: 40 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 8.0 Intersection LOS: A G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5: Route 2 WB off -ramp & Hayden Avenue Weekday Evening Peak Hour Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 90th %ile Actuated Cycle: 42.4 70th %ile Actuated Cycle: 36.5 50th %ile Actuated Cycle: 31.9 30th %ile Actuated Cycle: 28.6 10th %ile Actuated Cycle: 25 G:1Projects1887 - Lexington (King Street Properties )ISynchro\TIAS021Mitigated1887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Evening Peak Hour t I -V Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Volume (vph) 141 662 173 966 863 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 11 16 16 14 Grade ( %) 1% 2% -3% Storage Length (ft) 0 0 205 125 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1996 1803 1727 2111 2186 1681 Fit Permitted 0.950 0.117 Satd. Flow (perm) 1996 1803 213 2111 2186 1681 Right Turn on Red Yes Yes Satd. Flow (RTOR) 460 45 Link Speed (mph) 40 35 40 Link Distance (ft) 555 1000 1000 Travel Time (s) 9.5 19.5 17.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles ( %) 2% 1% 0% 1% 0% 4% Adj. Flow (vph) 153 720 188 1050 938 58 Shared Lane Traffic ( %) Lane Group Flow (vph) 153 720 188 1050 938 58 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.06 0.86 0.83 0.90 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Free pm +pt NA NA Perm Protected Phases 5 2 6 Permitted Phases 4 Free 2 6 Detector Phase 4 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 8.0 8.0 8.0 GAProjects1887 - Lexington (King Street Properties )ISynchro\TIAS021Mitigated1887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Evening Peak Hour Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 54 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 10.1 Intersection LOS: B G:1Projects1887 - Lexington (King Street Properties )ISynchro\TIAS021Mitigated1887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lane Group EBL EBR NBL NBT SBT SBR Minimum Split (s) 11.0 10.0 13.0 13.0 13.0 Total Split (s) 15.0 11.0 45.0 34.0 34.0 Total Split ( %) 25.0% 18.3% 75.0% 56.7% 56.7% Maximum Green (s) 10.0 7.0 40.0 29.0 29.0 Yellow Time (s) 4.0 3.5 4.0 4.0 4.0 All -Red Time (s) 1.0 0.5 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min Min Act Effct Green (s) 10.0 54.0 39.2 40.4 32.4 32.4 Actuated g/C Ratio 0.19 1.00 0.73 0.75 0.60 0.60 v/c Ratio 0.42 0.40 0.53 0.66 0.72 0.06 Control Delay 25.7 0.7 12.5 81 16.8 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.7 0.7 12.5 8.1 16.8 3.8 LOS C A B A B A Approach Delay 5.0 8.8 16.1 Approach LOS A A B 90th %ile Green (s) 10.0 7.0 40.0 29.0 29.0 90th %ile Term Code Max Max Max Max Max 70th %ile Green (s) 10.0 7.0 40.0 29.0 29.0 70th %ile Term Code Max Max Hold Max Max 50th %ile Green (s) 9.8 7.0 40.0 29.0 29.0 50th %ile Term Code Gap Max Hold Max Max 30th %ile Green (s) 8.3 7.0 38.0 27.0 27.0 30th %ile Term Code Gap Max Hold Gap Gap 10th %ile Green (s) 0.0 0.0 29.1 29.1 29.1 10th %ile Term Code Skip Skip Dwell Dwell Dwell Queue Length 50th (ft) 50 0 19 186 271 2 Queue Length 95th (ft) 97 0 #72 317 #505 17 Internal Link Dist (ft) 475 920 920 Turn Bay Length (ft) 205 125 Base Capacity (vph) 426 1803 360 1596 1326 1038 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 0.36 0.40 0.52 0.66 0.71 0.06 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 54 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 10.1 Intersection LOS: B G:1Projects1887 - Lexington (King Street Properties )ISynchro\TIAS021Mitigated1887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6: Waltham Street & Hayden Avenue Weekday Evening Peak Hour Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 60 70th %ile Actuated Cycle: 60 50th %ile Actuated Cycle: 59.8 30th %ile Actuated Cycle: 56.3 10th %ile Actuated Cycle: 34.1 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Waltham Street & Hayden Avenue 02 0 1 05 7 06 G: \Projects \887 - Lexington (King Street Properties) \Synchro \TIAS02 \Mitigated \887 B PM (Mitigated).syn MDM Transportation Consultants, Inc. ❑ Parking Analysis SIN3W3AO'ddW1 3115 aNV ONIMM ...... .. . . till I ... It g S� ` � � 11!'1 p � � , t tt , ��; -:�` `� i - -___ �'' f � � :'� � I `� I Igl f M ...... fill - \I �,�j•� lnll i�l TIC! ,,._ `'•. 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Mark 9. ouvere, ;490V 253 Jennison Road Milford, New Hampshire 03055 phone: 603 -315 -1288 fax: 603 -249 -9314 email: Fougereplanning @comcast.net FISCAL IMPACT ANALYSIS Office /Laboratory Expansion Hayden Avenue July 21, 2017 1. Project Synopsis Fougere Planning and Development, Inc. has been engaged by King Street Properties to undertake this Fiscal Impact analysis to review both estimated revenues and municipal costs that may arise from a proposal to construct a 200,000 square foot office /laboratory to the existing 45 -65 Hayden Avenue office /laboratory complex. This 25.8 acre site presently consists of an 183,000 square office /laboratory building and shares access with an adjoining office complex at 65 Hayden Avenue with 213,000 square feet of office /laboratory space. The proposed building would be located behind the existing structures and would include the addition of both surface parking spaces along with a multi- story garage. Based on the extensive research and review of local documents, along with discussions with local officials this analysis concludes that: 0 1.1 Summary of Findings ➢ Gross yearly revenue will increase by $1,869,825 a year, with net revenues estimated to be $1,810,825. ➢ The proposed office /laboratory building will increase the total assessed value of industrial properties in the community by 16.03 %. FYI Industrial Assessed Value' $385,477,000 Estimated Office /Lab Value $61,808,000 Percentage Increase 16.03% ➢ Property tax revenue from the proposed office /laboratory building will increase industrial property tax revenue by 16.03 %. FYI Industrial Property Taxes' $10,843,468 Estimated Office /Lab Value Taxes $1,738,665 Percentage Increase 16.03% ➢ Impacts to town departments will be limited to emergency services, which will experience minimal increased calls for service. ➢ Under all development scenarios, it is anticipated that building permit fees will total approximately $600,000. ➢ Other economic benefits are projected as a result of the proposed addition of Class A office /laboratory space in the community, including additional meals taxes, the creation of temporary construction jobs along with expanding the local employment base when the building is occupied and general local economic growth associated with the new land use. ' Exhibit D, FY 17 Tax Classification Report, Dec. 5, 2016. 2 Exhibit D, FY 17 Tax Classification Report, Dec. 5, 2016. 2 2.0 Introduction Fougere Planning and Development, Inc. has been engaged by King Street Properties to undertake this Fiscal Impact to review both estimated revenues and municipal costs that may arise from a proposal to construct a 200,000 square foot office /laboratory to the existing 45 -65 Hayden Avenue office complex. This 25.8 acre site presently consists of an 183,000 square office /laboratory building and shares access with an adjoining office complex at 65 Hayden Avenue with 213,000 square feet of office /laboratory space. The proposed building would be located behind the existing structures and would include the addition of both surface parking spaces along with a multi -story garage. 2.1 Local Trends Population Lexington's population has seen modest growth over the last 14 years, with new residential development attracting young families along with the sale of existing housing units. Census figures report that from 2000 to 2014 Lexington's population increased from 30,355 to 32,306 representing a 6.4% growth rate over the 14 -year census period. During this same time frame school K — 12 enrollments have increased 19.1 %, rising from 5,807 to 6,9184. Even with the in migration of young families, Lexington has aged, with those over the age of 60 increasing from 7,248 to 8,151 (a 12.3% increase) since 2000. Due to these factors, the median age in Lexington rose from 43.7 to 45.4 This "aging trend" is not only occurring in Lexington, but throughout New England, as all six New England states rank within the top ten for the oldest median ages in the Country. Land Uses Not surprisingly, residential properties are the dominate land use in the community, accounting for 88% of the property valuation, followed by commercial properties at 7% s 2000 Census figures and 2014 American Community Survey. a Appendix C, Five -year Enrollment Forecast Study, 2014 & School Department 2016 figures. s 2014 US Census Bureau median age statistics. 3 and industrial uses at 3 %; Figure One. There are only 43 industrial properties within the community out of a total of 12,435. These industrial properties have a total assessed value of $336,891,000. Figure One Land Use Breakdown Budget History Lexington's total operating budget for 2016 is $193,549,109 increasing 24.88% over the last four years. Not surprisingly, the Education and Public Safety Departments have the largest budgets, followed closely behind by DPW; Figure Two. The Education Department has seen the largest dollar increase over the last four years, increasing by $17,231,000. The Police Department's budget has increased by 9.78% over the last four years, with the Fire Department experiencing a 19.51 % increase. Overall, total appropriations have increased 17.69% since 2014. Table One outlines total appropriations of all Departments over the last four years. Assessment Categories for FYI 6, 2016 Town Report page 67. 4 Figure Two General Fund FY2017 Capital Investment Other 2.80% 4.09% Shared Expenses 26.04 %, General 3.23% 1 Land Use,lnspec Edev. 1.12 % Human Services Education 49.69% ' Worxs..„ ( Culture & Fire Department Police Department Recreation 3.23% 3.41% 1.24% Table One Appropriation History72014-2017 7 Lexington FY2017 Recommended Budget & Fin. Plan, 3 -14 -2016. 2014 2015 2016 2017 % Change Education $81,439,081 $86,517,185 $93,233,052 $98,670,748 21.16% Culture & Recreation $2,144,832 $2,137,906 $2,374,295 $2,459,653 14.68% Police Department $6,171,028 $6,313,367 $6,741,405 $6,774,543 9.78% Fire Department $5,363,249 $5,918,889 $6,379,387 $6,409,755 19.51% Public Works $8,885,551 $9,366,628 $8,832,668 $9,032,239 1.65% Human Services $1,091,789 $1,073,867 $1,206,234 $1,205,914 10.45% Land Use, Insp., E.D. $1,555,553 $1,882,451 $2,129,848 $2,232,642 43.53% General Government $4,649,516 $5,367,594 $5,930,432 $6,421,974 38.12% Shared Expenses $41,857,833 $44,054,799 $50,614,515 $51,708,675 23.53% Capital Investment $6,919,202 $5,958,117 $4,642,987 $5,554,789 - 19.72% Other $8,661,056 $7,049,726 $10,904,668 $8,119,087 -6.26% Total $168,738,690 $175,640,529 $192,989,491 $198,590,019 17.69% 7 Lexington FY2017 Recommended Budget & Fin. Plan, 3 -14 -2016. 3.0 Fiscal Methodology Generally, the definition of a fiscal impact analysis is "A projection of the direct, current, public costs and revenues associated with residential or nonresidential growth to the local jurisdiction(s) in which growth is taking place"'. There are a number of methodologies that are used to estimate fiscal impacts of proposed development projects. The Per Capita Multiplier Method is the most often used analysis for residential developments to determine municipal cost allocation. For non - residential development, the Proportional Valuation Method is may be applied. Both of these approaches apply the classic "average" costing method for projecting the impact of population growth on local spending patterns and is used to establish the costs of existing services for the new development. The basic premise of this method is that current revenue /cost ratios per person and or assessed value is a potential indicator of future revenue /cost impacts occasioned by growth. The advantage of this approach is its simplicity of implementation; however, the downside of this approach is that the methodology calculates the "average" cost as being the expected cost, which is often not the case, and costs can be exaggerated —in some cases significantly. For most new land uses, many department budgets are not measurable impacted in any long term way. To account for this, we have applied a marginal cost approach to this analysis to reasonably estimate potential department impact. In reviewing exclusively those town departments that will realize a measurable impact, a truer picture of anticipated costs impacts can be determined. It should be noted that all revenues and costs are based upon today's dollars and assumes a full buildout of the proposed project. Given the nature of the development project, it is our belief that the primary municipal impact will be limited to emergency service departments. In addition, the proposed development is an expansion to an existing office park and is not creating a new service area that could impact responses by the police or fire departments. All on site roads and sanitation expenses will be privately addressed, along with trash disposal. No school related impacts will occur 8 Burchell, Listokin & Dophin. 9 4. Local Revenues 4.1 Property Tax Revenue Local property taxes provide the bulk of General Fund Revenue' for the Town, with 2017 figures showing that 87.1 % came from this revenue source, the remaining income being received from State Aid (6.3 %) and Other Receipts. The 2017 Real Estate Tax Rate for residential uses is $14.49; the industrial /commercial rate is $28.13. Table Two outlines the estimated municipal property tax revenue that will be generated by the proposed project. To arrive at an estimated value, six similar office building assessments were reviewed including those on the subject site. Based on an average assessed value of $309.04 per square foot, the proposed 200,000 square foot office /laboratory building is estimated to have an assessed value of $61,808,199 generating $1,738,665 in yearly property tax revenue. This new office /laboratory building will increase the assessed value10 of industrial space in Lexington by 16 %. Table Two Anticipated Yearlv Property Tax Revenue Site11 Assessed Value Square Footage Value /Sq. Ft. 65 Hayden Avenue $57,104,000 198,000 $288.40 200 Shire Way $62,232,000 172,201 $361.39 300 Shire Way $36,867,000 120,704 $305.43 400 Shire Way $58,452,000 185,516 $315.08 113 -115 Hartwell Ave. $28,819,000 102,096 $282.27 125 Spring Street $11,508,000 46,558 $247.18 Average $254,982,000 825,075 $309.04 $61,808,199 200,000 Proposed Office /Laboratory Estimated Taxes @ $28.13 $1,738,665 4.2 Community Preservation Act Surcharge The Town of Lexington has adopted the Commmunity Preservation Act allowing the community to impose a 3% surcharge on property taxes. Based upon the projected taxes 9 Lexington FY2016 Recommended Budget & Fin. Plan, 2 -27 -2015. 10 FY17 Industrial value $385,477,000 Tax Class. Report, Dec. 5, 2016. " These properties were selected because they more closely align with the type of office /laboratory building that is being proposed. 7 outlined in Table Two, the estimated yearly CPA surcharge of $52,160 has been estimated; Table Three. Table Three Community Preservation Surcharge Property Taxes % CPA Surcharge Surcharge $1,738,665 3% $52,160 4.3 Personal Property Revenue Taxes on personal property is also a source of revenue in the community, most recently generating $5,236,422 based on a total valuation of $184,381,060. Not all personal property is taxable, with many businesses qualifying for a tax emption provided for by the Massachusetts Department of Revenue. In fact, two of the comparable properties 12 used to estimate a future assessment were noted by assessing officials as exempt from this tax. Assessing Office records indicate that 6.6 million square feet of industrial /commercial space presently exists within the community. Based upon the revenue generated from personal property, this equates to .79 cents per square foot. If we assume only half of the office building will have taxable personal property, an estimated $79,000 in yearly taxes may be generated; Table Four. Table Four Personal Property Taxes Office Area W /Property Cost Per Sq. Ft. Estimated Taxes 100,000 Sq. Ft. .79 Cents $79,000 It should be noted that this revenue stream is not as stable as other taxing sources, personal property has rapid depreciation schedules which reduces its value over time. This further supports the position to only account for 50% of the building area to contain personal property. 12 44/55 & 65 Hayden Avenue. 8 4.4 Estimated Yearly Project Revenues The proposed development is estimated to generate $1,869,825 in local revenues from property tax, CPA Surcharge and Personal Property taxes; Table Five. Table Five Estimated Yearly Revenue Estimated Taxes Office /Laboratory $1,738,665 CPA Surcharge $52,160 Personal Property $79,000 Total Yearly Revenue 1 $1,869,825 Additional one -time payment revenues will also be realized as part of the development, these will be detailed further below. 5.0 Department Impacts Land uses can have a wide range of cost impacts on community services, from increases of students from residential development to increased police calls from a large commercial complex. These land uses also generate tax revenue to the community and the difference between revenues and costs is often referred to as the Cost to Revenue Ratio. The higher the ratio, the greater the impact on the community (Higher density residential developments often have a high cost to revenue ratio.) Office /laboratory uses, for the most part, generate one the lowest cost to revenue ratios because of their low demand on local services. In many cases, the ratio is .20 or less, meaning for every $1 in tax revenue raised, only .20 cents in costs are incurred. Given the nature of the proposed use, expanding upon an existing office park, we believe the impacts to municipal departments will be limited to emergency services and therefore, a very low cost to revenue ratio will be realized. No new roads will be constructed, all onsite maintenance including snow plowing and lighting will be private along with trash disposal and water and sewer use will be addressed through user fees. The traditional Department of Public Works (DPW) costs are minimized or nonexistent. 5.1 Emergency Services To assess the degree of impact the proposed project would have on the emergency service departments, calls for service to comparable office buildings were analyzed. Three years of emergency call data13 from four similar office buildings totaling 546,503 square feet was obtained and averaged to determine the annual numbers of calls per square foot. These ratios were then totaled to derive an average call volume per square foot, which was then used to generate projected emergency calls for each Department. Extrapolating from the comparable call data, very minor increases are projected in the Town's Police and Fire Department call volume. Annual Police calls are projected to increase by 14 and annual fire /ambulance calls are projected to increase by 4 calls; Table Six. 13 2013 -2016 10 Table Six Estimated Emergency Calls Project Town Units = Avg. Call Per Year Avg. Call Per Unit Projected Yearly Calls 33 Hayden Ave. Lexington 198,000 24 6 0.00003 45 - 55 Hayden Ave. Lexington 180,407 43 10.75 0.00006 65 Hayden Ave. Lexington 66,000 27 6.75 0.00010 113 -115 Hartwell Ave. Lexington 102,096 54 13.5 0.00013 Totals 546,503 37 0.00007 Proposed Office /Lab. 200,000' Project Town Units Avg. Call Per Year Avg. Call Per Unit Projected Yearly Calls 33 Hayden Ave. Lexington 198,000 4 1.333 0.00001 45 - 55 Hayden Ave. Lexington 180,407 2 0.667 0.00000 65 Hayden Ave. Lexington 66,000 9 3.000 0.00005 113 -115 Hartwell Ave. Lexington 102,096 10 3.333 0.00003 Totals 546,503 8.333 0.00002 Proposed Office /Lab. 200,000 Project Town Units 0 t" Avg. Call Per Year Avg. Call Per Unit Projected Yearly Calls 33 Hayden Ave. Lexington 198,000 2 0.667 0.00000 45 - 55 Hayden Ave. Lexington 180,407 3 1.000 0.00001 65 Hayden Ave. Lexington 66,000 2 0.667 0.00001 113 -115 Hartwell Ave. Lexington 102,096 4 1.333 0.00001 Totals 546,503 3.667 0.00001 Proposed Office /Lab. 200 f 000' \14 NSF l 5.1 Police Department The Police Department presently has a staff of 50 police officers, with 65 full time employees and 29 part -time. The FY2017 budget was $6,774,543. The Department responded to 12,936 calls in 2016 and received an average of 14,809 calls over the last three years; Table Seven. 11 Table Seven Emergenev Service Calls 2014 - 2015 2014 2015 2016 Avg. 15,509 15,982 12,936 14,809 1,317 1,319 1,275 1,304 r 2,414 2,300 2,331 2,348 To assign some cost as a result of the increased demand for services, a number of options were reviewed including cost per call and cost per capita. Since calls for service provides a clear measure of impact on the Department, this approach was used and. results in an estimated annual impact of $8,176; Table Eight. This cost estimate is not inferring the Police Budget will increase as a result of the proposed development, but assigns a "cost" to account for this new land use in the community. Table Eight Police Department imnact Department FY 2017 Budget 14 Calls's Cost /call Est. Calls Annual Cost Police $7,554,543 12,936 $584 14 $8,176 5.2 Fire Department The Fire Department presently has a staff of 42 firefighters /paramedics, with a total of 63 full time employees and 1 part -time. The FY2017 budget was $6,409,755, which will be partially offset from $1,267,255 in ambulance fees (Avg. $543 /call). The Department responded to 1,275 fire calls and 2,331 EMS calls in 2016. Over the last three years the Department responded to an average of 1,304 fire calls and 2,348 EMS calls. As with the Police Department, to account for some impact from the proposed development a cost per call ratio was used which provides an estimated annual cost of $7,948; Table Nine. 14 Benefits added at $12,000 per full time employee. 15 2016 Town Report call data, Police and Fire Departments. 12 Table Nine Fire Department Impact Department FY 2017 Budget Calls Per Year Cost /call Est. Calls Annual Cost Fire $7,165,755 3,606 $1,987 4 $7,948 Based on this cost approach, total emergency department impacts total $16,124 a year. Alternative Cost Analysis Another average costing approach used to gage the impacts on non - residential development it the Proportional Valuation Method16. This Method assumes that relative property values represent shares of municipal costs. This analysis employs a two -step process to assign a share of municipal costs to new commercial or industrial establishments. A portion of the municipal budget is assigned to nonresidential uses based upon assessment allocations and then, based upon the estimated assessment of the new use, a municipal cost is derived. The total cost derived from this analysis is then allocated to various town budgets based upon a range of percentages developed by the Burchell. As noted above, we believe impacts to town departments, other than emergency services, will be limited and therefore we have narrowed our analysis to only include costs associated with police and fire services. From the costs derived from the Proportional Method, Burchell assigns a range of potential costs for Public Safety services from 35 — 90 %, with the higher percentage related to commercial uses which can place a higher level of service demand on these departments. Given the nature of the proposed use and based upon the Endings outlined in Table Eight, the lower cost percentage of 35% will be used. Following this methodology results in an estimated cost impact of $117,842. This estimated cost is significantly greater than the average cost per call methodology outlined above and given the limited increase in emergency calls to the subject site, overstates the impacts. To account for this but also remain conservative in assigning appropriate costs for this new land use, we will reduce this cost by 50% to arrive at a yearly impact of $59,000. This 11 Burchell, Listokin & Dolphin. 13 estimated cost remains significantly greater than the estimated costs of $16,124 outlined above, but will be applied in this analysis to account for potential variation in demand for services that may occur over time. 6.0 Other Departments In reviewing other Town department, no other measurable impacts were seen. Building permit costs were more than offset any inspection related costs in the Building Department. Building Department The construction of the proposed office /laboratory building is estimated to cost $250 a square foot and total $50,000,000. The building permit fee is $12/$1,000 which equates to an estimated building permit fee of $600,000. This significant fee represents 40% of all fees collected by the Department in PY2016. 14 7.0 Conclusion The proposed 200,000 square foot office /laboratory expansion planned for Hayden Avenue is expected to generate $1,869,825 in gross yearly revenues and will place few new demands for governmental services, with only slight increases in emergency call volumes expected. Yearly net revenues are estimated to be $1,810,825; Table 10. The municipal costs outlined are estimates and should not infer that increases in municipal spending will be necessary to accommodate this new land use. Public officials, though appropriate budgetary processes, will make the determination as to appropriate levels of departmental spending necessary to address local needs. Not surprisingly, the Cost to Revenue is less than .03 indicating the extremely positive fiscal nature of this proposed project. Table 10 Fiscal Impact Findings PROJECTED REVENUES $1,869,825 PROJECTED MUNICIPAL COSTS Police & Fire $59,000 NET YEARLY POSITIVE FISCAL IMPACT $1,810,825 Cost to Service Revenue .03 15 Summary of Findings ➢ Gross yearly tax revenue will increase by $1,869,825 a year, with net revenues estimated to be $1,810,825. ➢ The proposed office /laboratory building will increase the total assessed value of industrial properties in the community by 16.03 %. FYI Industrial Assessed Valuer $385,477,000 Estimated Office/Lab Value $61,808,000 Percentage Increase 16.03% ➢ Property tax revenue from the proposed office /laboratory building will increase industrial property tax revenue by 16.03 %. FY 17 Industrial Property Taxes 18 $10,843,468 Estimated Office /Lab Value Taxes $1,738,665 Percentage Increase 16.03% ➢ Measurable impacts to town departments will be limited to emergency services, which will experience minimal increased calls for service. ➢ It is anticipated that building permit fees will total approximately $600,000. ➢ Other economic benefits are projected as a result of the proposed addition of Class A office /laboratory space in the community, including additional meals taxes, the creation of temporary construction jobs along with expanding the local employment base when the building is occupied and general local economic growth associated with the new land use. "Exhibit D, FYI Tax Classification Report, Dec. 5, 2016. 18 Exhibit D, FYI Tax Classification Report, Dec. 5, 2016. Wei AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: 10 Rangeway: Street Adequacy Determination PRESENTER: ITEM NUMBER: SUMMARY: The action deadline for this application is October 10, 2017. Please see the attached file with the staffs recommendation. SUGGESTED MOTION: FOLLOW-UP: DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 ATTACHMENTS: Description Type D staffsurrxnary CA)VerMemo Q"MQRMN. 4 Lexington Planning Office Summary and Staff Recommendation �`ki N Gip To: The Planning Board TOWN OF LEXINGTON PLANNING OFFICE 1625 MASSACHUSETTS AVENUE From: Aaron Henry, Planning Director LEXINGTON, MASSACHUSETTS 02420 CC: Fisher Nominee Trust 781- 698 -4560 PLANNING@LEXINGTONMA.GOV Date: September 29, 2017 WWW.LEXINGTONMA.GOV /PLANNING Re: Unaccepted Street Determination — Lot 90 -62A, 10 Rangeway Applicable By- Law /Regulation: 176 -7.0 Unaccepted Streets Standards Application Date: August 25, 2017 Action Deadline Date: October 10, 2017 (45 Days) Explanation /Summary: The Planning Board's adequacy determination is required in order for the applicant to construct a single - family home on a vacant, buildable lot located at 10 Rangeway. The existing road consists of asphalt and is in relatively good condition. Much of this portion of Rangeway was improved and paved by the Town because of the rezoning of Lot 90 -64 to RD -9, which is operated by LexHAB. All of the improvements listed below were required of a prior Adequacy Determination issued by the Board for 7 Rangeway (now 38 James St). That project is very close to an occupancy permit, and will likely be making these improvements before November 15. Nonetheless, they have yet to be made and so this project should be conditioned as described below. Because the recommended improvements are minor in nature, the applicant is requesting a waiver from providing a plan set. The Planning Office is comfortable with this. Recommended improvements from the Planning and Engineering Offices are: 1. Any damage caused to the roadway during construction or cuts into Rangeway necessary for utility connections must be repaired to standards acceptable to the Town's Engineering Office; 2. Seal any cracks along the road and around any catch basins from the intersection of Rangeway and Skyview Road to the far side of the lot in question; 3. Clean all catch basins from the intersection of Rangeway and Skyview Road to the lot under review; 4. Repair the berm at the Northwest corner of the intersection of Rangeway and Skyview Road; and 5. In consultation with the property owner of 8 Rangeway, Lot 90 -61, reconstruct the driveway apron to continue the flow of water south along the existing Cape Cod berm (enabling it to reach the existing catch basin in front of 12 Rangeway). AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: 1106 Massachusetts Ave: Sketch Site Sensitive Development PRESENTER: ITEM NUMBER: SUMMARY: The action deadline for this application is 45 days from the filing date, which is October 10, 2017. This plan proposes to construct 2 new single- family homes along the site's existing driveway, made possible under the Site Sensitive Development special permit. At this stage in the development process, staff focuses on the viability of the Proof Plan. As the applicant anticipated staffs concerns regarding grading, they included an additional sheet with their proof that the proposed grading of the conventional plan. While it is dramatic, it appears to conform with the Board's Subdivision Regulations. The staff prefers the Site Sensitive variant for the following reasons: • The existing structure is maintained; • The grading and earth work associated with the S SD plan is substantially less than the conventional; and • The S SD's common driveway impacts the intersection of Mass Ave and Maple Street far less than the cul -de -sac would. SUGGESTED MOTION: FOLLOW-UP: DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017 ATTACHMENTS: Description Type Application Material Plan Set CA)Ver Memo Ekackup Material MERIDIAN ASSOCIATES VIA: HAND DELIVERY August 23, 2017 Mr. Richard Canale, Chairman Lexington Planning Board Town Hall, 1625 Massachusetts Avenue Lexington, Massachusetts 02420 Re: Sketch Plan Application 1106 Massachusetts Avenue Lexington, Massachusetts MAI Project No. 6009 Dear Chairman Canale and Members of the Board: On behalf of Sheldon Corp. (Applicant), Meridian Associates, Inc. (MAI) is pleased to submit the accompanying Sketch Plan Application Package in accordance with Section 135- 6.9.3 of the Town of Lexington Zoning Bylaw. The locus property at 1106 Massachusetts Avenue is located within the One - Family Residential Zoning District (RS). The parcel is identified on the Town of Lexington Assessor's Map 30 as Lot 65. Lot 65 has an assessed area of 1.46± acres, and site features currently existing include a single family dwelling, a shed, an in- ground pool, a pea stone driveway, grassed/landscaped and wooded areas. The lot slopes south - easterly towards Massachusetts Avenue. The property abuts land supporting single family dwellings in a RS district in all directions with the exception of a gas station located directly across the street from the subject property. This applicant is proposing a residential development for the subject property, in conformance with a Site Sensitive "Special Permit Residential Development" per Section 135 -6.9.3 of the Town of Lexington Zoning Bylaw. In support of this filing we are providing the following information: One (1) original and nine (9) copies of the Form B Application, dated August 23, 2017; One (1) original and nine (9) copies of this Cover Letter, dated August 23, 2017; One (1) original and nine (9) copies of the Designers Certificates (G -CE, G -LS and G -LA)., dated August 23, 2017; Three (3) full sized and Nine (9) reduced size copies of the Sketch Plan Set (set of five sheets (a) Cover Sheet / Locus Context Map, (b) Site Analysis Plan, (c) Geometric Proof Plan, (d) Grading Proof Plan, (e) Site Sensitive Sketch Plan, dated August 23, 2017; One (1) computer disk containing all documents and plans denoted above in a PDF format. Also, the filing fee (in the amount of $3,000) will be submitted to the Town of Lexington under separate cover by the Applicant. We look forward to meeting with the Board at a date and time yet to be determined to discuss the development options. Please do not hesitate to contact us in advance of the meeting date if you have questions or require additional information. Sincerely, MERIDIAN ASSOCIATES, INC. Michael J. Novak, PE Senior Project Manager P %0MADMIMreportsMetch Plan Submittal Packape \PlanninBLetter2017- 08 -23doc Enclosures cc: Todd Cataldo. (2 Sets) Lexington Town Clerk's Office (1 Set) DocuSign Envelope ID: AACAE77C OWC- 4115 -1327F• -771 E5EE007CD uS MOgN� p� 1115 ho v P Town of Lexington Planning Department a a APRIL Mr ��xiNC, I r 1625 Massachusetts Avenue Tel: (781) 862 -0500 x245 Lexington, MA 02420 Fax: (781) 861 -2748 FORM B GENERAL APPLICATION FOR APPROVAL OF A PLAN FOR DEVELOPMENT August 23, 2017 (date) To the Planning Board: NAME OF PROJECT 1106 Massachusetts Avenue A. TYPE OF PLAN The undersigned requests approval of the accompanying plan for the development of land in Lexington. The accompanying plan is a: X sketch _ preliminary _ definitive _ extension _ resubmittal _ revision _ amendment _ rescission for a residential, or non- residential development. This application requests: 1. Approval of a subdivision plan under section N/A of the Subdivision Regulations; 2. Granting of a special permit with site plan review (SPS) for a planned residential development (three or more dwelling units) under section(s) N/A of the Zoning By -Law: 3. Granting of a special permit under section(s) 135 -6.9.3 of the Zoning By -Law to: 4. Approval of a street construction plan for an unaccepted street under section N/A of the Development Regulations; 5. Determination of the adequacy of the grade and construction plan of an unaccepted street under section N/A of the Development Regulations; 6. Petition for rezoning land including a preliminary site development and use plan for an N/A RD, Planned Residential Development, an N/A CD, Planned Commercial Development, under section N/A of the Zoning By -Law. 7. Site Plan Review Minor N/A Major N/A Received by Planning Board: Space for Town Clerk From: wwco I wi - ..1T..°.;L..w.v.. Fax (781) 881 -73so Pulp 2 of 4 00=12D17 928 AM For B - Ocaml Application for Approval of a Plan for Development B. DESCREMON OF LAND The 1 to be developed is located and described. a's• wa Street• MGsaachusotta Avenue *If numbers have not yet been issued yet, use approximate street numbers. Town Lexington Assessors Map #____31— _„_ Lot(s)#_.§L and Map C. APPUCANT AND OWNER AYFORMATION NOW rk Development Replatim permit a person other than the owner to file an application, with the written Putnill 60n of the owner, and if the applicant states the nature of his/her interest. Appl' is Name: Todd Catatdo (fir Corp.) ^4 applicant owner? - Yes, x No Si ofApplicant: Appli 's Business address• 121 Merrell Road, LadngW. MA 02421 APP 's Phone #: (181] 661 -1775 Applicant's FAX # (781) 851 -7389 If the licmtt is not the owner what is the nature of his/her interest in the land? Purcto is and develop upon approvals. Note: Planning Department requires that one person act as coordinator /contact person for an application. '['hat person b assumed to be the applicant unless a member of the development team is dtmignated. Note: a owners of all land affected by this development must sign this application. SIGNATURES OF OWNERS Owner of E:isling Lot(s) Al 65 Oar of Zzlisting Lo Name o owners Stevan Fosb Name of Owners Unda 8. Fos iurg Owner of Existlr g Lots) # of Owners Owner ®f Sximing Let(s) # Signature of Owners Name otowners Name of pwncrs uocubign tnvelope ID: AA(:At / /(: -0D3C- 4115 -B27F -771 E5EE007CD Form B - General Application for Approval of a Plan for Development D. CALCULATION OF FEE (See §175 - 121)(7)) Type of Application or Action: Number of Lots Rate per Lot Sub Total Fixed Rate Total —Filing Fee: t 3 * 500 1,500 + 1,500 mmm 3,000 Creditable Prior Payment Total Filing Fee due with application $3,000 Type of Application or Action: Number of Lots Rate per Lot Sub Total Fixed Rate Total Review Fee: * — + — Creditable Prior Payment Total Review Fee due with application Note: A separate fee is required for tiling an application and for the review of the application. Payment for each fee shall be by a separate check payable to the Town of Lexington or by cash. i� ^O W O co w Q �' z o w aA o �a W C A ° o w Gil Cd O Q CU C0 C ` N d U) � C � m V O en O O O m y ) •; e p Q p LO O C C 7 � 0) 0) N N U v� w r-- r- Cd U) cn ca 0) rn c� a W d d c Y m w LO ti o m U '- O O t0 o W m O t- It CO +.. y O LO O Z 0 s C) m LO LO 04 N N o t� W 2 U a; oo ao 0 d ti �• O Lo CD ca U Q. 0 +� u) rn � sVy m N O Cl p . � 0 ti = Lo + N N .O cc p O O U Lo fq m \ c O a � a o to w a, 0 as � w m CIS w 1s 1625 Massachusetts Avenue Lexington, MA 02420 To the Planning Board: Town of Lexington Planning Department FORM G -CE DESIGNER'S CERTIFICATE CIVIL ENGINEER Tel: (781) 862 -0500 x245 Fax: (781) 861-2748 8/23/17 (date) Description of Land: Assessor's Map 30, Lot 65 Type of Development: Special Residential Development I hereby certify that: (check as many boxes as are applicable) 1. the accompanying plan, entitled: 1106 Massachusetts Avenue "Sketch Subdivision Plan Set" Lexington, Massachusetts and dated 8/23/17 , is true and correct to the accuracy required by the Rules and Regulations of the Lexington Planning Board; 2. that the completed construction complies with the approved definitive subdivision plan, any written changes made after the approval of the plan and the Standard Specifications; 3. other: Michael J. Novak, PE Civil Engineer 500 Cummings Center, Suite 5950 Beverly, MA 01915 Address (978) 299 -0447 Phone N/A Space for t � C, 'w MICHAEL J. N NOVAK mi CIVIL y NO. 50696 �FGIS -re- G\�N10 IONAL 1625 MASSACHUSETTS AVENUE • LEXINGTON, MASSACHUSETTS 02420 1 � Al 'A 1.1' 1625 Massachusetts Avenue Lexington, MA 02420 To the Planning Board: Town of Lexington Planning Department FORM G -LS DESIGNER'S CERTIFICATE LAND SURVEYOR Tel: (781) 862 -0500 x245 Fax: (781) 861 -2748 8/23/ 17 (date) Description of Land: Assessor's Map 30, Lots 65 Type of Development: Special Permit Resident Development I hereby certify that: (check as many boxes as are applicable) 1. the accompanying plan, entitled: 1106 Massachusetts Avenue "Sketch Subdivision Plan Set" located in " Lexington, Massachusetts and dated 8/23/17 , is true and correct to the accuracy required by the Rules and Regulations of the Lexington Planning Board; 2. all required bounds, monuments or markers delineating the right -of -way of any street, or of any easement, or any walk or path, or any lot, as shown on the approved definitive subdivision plan, have been correctly located and permanently set; 3. other: N/A Kevin E. Danahy, PLS Land Surveyor Address 500 Cummings Center, Suite 5950 Beverly. MA 01915 (978) 299 -0447 Phone Space for Professional (No. EVIN E. NAHY 39683 FSS��Pn? 1625 MASSACHUSETTS AVENUE • LEXINGTON, MASSACHUSETTS 02420 AhI 5r f ' AMI N` 1625 Massachusetts Avenue Lexington, MA 02420 To the Planning Board: Town of Lexington Planning Department FORM G -LA DESIGNER'S CERTIFICATE LANDSCAPE ARCHITECT Tel: (781) 862 -0500 x245 Fax: (781) 861 -2748 8/23/17 (date) Description of Land: Assessor's Map 30, Lot 65 Type of Development: Special Permit Resident Development I hereby certify that: (Please fill in the relevant blanks.) 1. the accompanying plan, entitled: 1106 Massachusetts Avenue "Sketch Subdivision Plan Set" Lexington, Massachusetts and dated 8/23/17 , is true and correct to the accuracy required by the Rules and Regulations of the Lexington Planning Board; 2. the planting of all trees and other plant materials complies with the approved definitive subdivision plan, any written changes made after the approval of the plan and the Standard Specifications; N/A 3. other: N/A Jacqueline B. Trainer, RLA Landscape Architect 500 Cummings Center, Suite 5950 Beverly, MA 01915 Address 978 - 299 -0447 Phone Space for a. M0.15L�O 1625 MASSACHUSETTS AVENUE • LEXINGTON, MASSACHUSETTS 02420 �m IN �o ks Is �� ^q oq� sq �.V I tiq �wwww �o w IS ;. ol a u" o �d+ AW, ISP 4] H1 Ob . r` '. � o IX a � �Ipp�l d C M 3 O oN p g ff WIN z ,jlktl I� SAO o ,_ _� a oiea�s3o - a .•. �g ,I. " �� .F g WHOO N0079HS XO.r Q-32FV MTd (�ctxnoo x3s37aaisrl SlLHSnHJVSSVN 'NOLD IX.Y7 a , �s a. S N�s� h� g I d I O S S d � ` — - - -- - - — SNOIS1438 dVN S7SA7VAIV S,LIS HnNHAV 9JJ9SnHDV,9SVN 9077 � m o i o m m 2 4 cc II e a, 3 o i o m m r o Sr 3 b > HPn v i 0 0 a- is 6 w �k' 4 W S_ iii l\ II J ti CV M � i Gti m II � S \II; �yP 0 NOQ79HS 110,11 (T,lT6VJlRTlf Q�1700 X,7537071,0 U7 I'D ... _ ... �e t Na„ SJ.L9EnHJVSSVN ` OIDNTx,97 urQ�zV07 �o a n.� nuv rvar rani nu S9.LdIoOSSd snrosn3a , QNV7 dO NV7d JOOXd ORML,YNOS0 NdI(I INaw o SI)N,V1Y S.L. SEDHOVESM 90TT � ( o -� dlHeWaY n �iS G ° c W � o M m i S n I i b x v i 8 y N h h n o p a / I \ I � \ Ow �( w a E PJL E 40 TRH U � a C 4 W ee o. airnsio ova y V - J 'dNOJ NOQ7,YHS ' 80d Q:TBVdHEId \cJ (ALNnOJ xss.V7aUIN) o Sss�snH��ss�x� nroL�nrix�r 0 0 - -- saidloossd N1 GILV�07 °� W - F sNOWUH f> £'�,;z; QNd7 10 NV"Id d00?Id DIVIUV&D N d I Q I 2I 9 W y--� Vl2NVAY SLlVSnHJVSSVN 90TT J a n rc o F i k � I i 2 „ r III 0 0 _- IJ s Q pgOPO YEDns)' \\ II ZZ p i U � 'm4�n o-F W E AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE: Board Member Reports PRESENTER: ITEM NUMBER: SUMMARY: This is a standing agenda item to provide an opportunity for Board members to share with colleagues and the public any relevant updates regarding the work of the many Boards and Committees the Planning Board has a relationship with. SUGGESTED MOTION: Generally, the Board does not need to take any action on this agenda item. FOLLOW-UP: DATE AND APPROXIMATE TIME ON AGENDA: 10/4/2017