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Home My WebLink About2017-10-04-PB-packet-released AGENDA 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 " �e u II ANNI I,YNC P511N Meeting broadcast by LexMedia AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE General Update (as needed) ITEM PRESENTER. NUMBER. Aaron Henry 1 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 pubhc 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 S TM 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 ifs 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 113 kt-p rt i ,'e r N'k- to D Final N4 uV t C i ,'e r N,Ivttu D C '-r[j ttr•r F tckup N4nt-rial D pplicati<<tt N4at-rial F tckup N4nt-rial D T ;Ln if Z qtittg'T"e a F tckup N4nte•rial D Rr•22ul:if ry Nl:ut Iackup D Isifr vial D Non-Ro,lukic ry I I iii Iackup N'I icr riiI D1 ELF Fickup D Isicr riiI D c,,,,rr„icr I10,,r•Itq)I1k nt I�siti Iackup D Isicr riiI D TLF Iackup D Isicr riiI D I iscsil Lrop.tictluip D Isicr riiI MORNiovo Town of Lexington 0 r PLANNING BOARD Richard L. Canale,Chair 11410 a 1.31 1625 Massachusetts Avenue Ginna Johnson,Clerk o M' '' Lexington,MA 02420 Robert Creech P�� „ Tel(781)698-4560 Charles Hornig 444:N0°r ulanninWa lexingtonma.go\ Nancy Corcoran-Ronchetti www.lexingtonma.go\/Ulanning 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 arnve 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.lexmatonma.aov/nlannma-office/nacres/45-65-havden-avenue-nronosed- pdd. • 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 matenal The non-regulatory matenal 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 ongmal 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 - 1 - 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, memonalizmg 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 daylightmg) 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 Development Intensity Gross Floor Area Summary Existing Proposed 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 pnmary 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 daylightmg 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 Restnction 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 dunng 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 distract can be found in the PSDUP application at CITE Other Planning Considerations There were few if any other issues raised dunng 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 Memonal 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 I II 00 II II 0 lh o 11101101 September 27, 2017 I II 00 II II 0 lh o 11101101 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"), (in) 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 1. 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 Plum-mill Contribution toward the Traffic Mitigation Stabilization I and and/or"Iransporta non Demand 'Ian ement/Publrr., l ransoortation Stabilization Funds 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 Consumer Price Index Adwustanent 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 I I.DM (.)1Iivations 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 I \Dandcd 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 B 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 Frail Access and Parkin for i lavden 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. C Itt �wrrii I riianc al (.)bire*a1roris 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 15th 3 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 Café" 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 Mei 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 4 Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420 and to Conservation Administrator, Town of Lexington, 1625 Massachusetts Avenue, Lexington, MA 02420 Ilaydcn Owner s \Istencc and Authority CRP/King Hayden Owner, EL 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, (n) any law or any order, writ, injunction or decree of any court or governmental authority, or (hi) any agreement or instrument to which Hayden Owner is a party by which it is bound. Coover ation 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 Permitting 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, (ia) 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 IAaloicerneait, No Vivaah er 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 Severnb its, 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. a,t Plicable Lav,, 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. 6 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 Delmar ped liability company 1homas R gno 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.0 (`'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 Permit. I. Traffic Financial Contribution toward the Traffic Mitigation Stabilization Fund 4nd/or Transportation Demand Ivlanauement/Public Transportation Stabilization 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 APSDUP/DSDUP 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 ZBA 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, Consumer 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 of the 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 CP1-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 TDM Oblications 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. H. 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 accommodations 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 Hayden 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. Continuing 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 151hof 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 Binding 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 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 3 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 the 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 Hayden Owner s Existence and Authority CRP/King Hayden Owner, L.L.C. 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. Cooperation 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 Permittine The execution and delivery of this MOU does not constitute an agreement by the Town that any necessary permit or approval for Hayden Owner's project will in fact be granted. The 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 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. Enforcement: 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 Severability 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. Applicable 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. [Signatures on Next Page] 5 Executed under seal as of the date first set forth above TOWN OF LEXINGTON BOARD OF SELECTMEN e" A 4A uzan uzan arry iairm " Mie L. Ciccolo, Vice-Chairman Ppg.t Peter C J Kelley 11 Norman P Cohen Joii3'Fil\i, Pato CRP/KING HAYDEN OWNER, a Delaware limited liability company 00( By , 1 '1110 Ti onasasJiLvn Authorized Real Property Signatory Signature Page to MOU between Hayden Owner and Town of Lexington EXHBIT B .,...... N., —By°E GR DE TE ART'NE Go\ N.. ....._ _ .__7___ v,„11 ,„,- , __. ......_ ..._ — ,,.,..„._„.:, _......:_,....„ _2s......._. ,,,,., , \ \ 95 HAYDEN AVENUE 1 CONSERVATION -, 1" I N/F I i RESTRICTION AREA 95 HAYDEN LLC ASSESSORS MAP 17 N--- _.__ -i \- \ LOT 20B \ / '' i \ 65 HAYDEN \ I 17: PARKING GARAGE h / II \ '1, '''Ik E',PANDED I 'h \---- r----,zz-..--- -------__J-17„,101-- , op Ng ry.,,,h i f 911 A RE A, r N, 001410NiINC, N 1 \„- I., u 11 1 IL- 6S Fit sf IL"AI AC) // q 11 I f 1 If i 1-\\_ 0,11.1E.ILL -N, NUN I 1 11„V,HI 1 0 ' I 5f 5 51 ,--- / . 4, / — ..- 1 / 1 / k„, \ * i i' / ../"....... 0 4,• /--- -, 0 I I q• / / // '! , II Iimm/2„. \ . 1 / / .,, , . ,_,... H,' J / // \ / / i ( 1 '.---- ''-."--- / / 65 HAYDEN AVENUE / ASSESSORS MAP 17 .-- ...„ , N,•00.0 / LOT 20B j"-1 N ' 7, 4._ ,,, ...., ,, ........._. _ ,.... .. ...,. _...., , )' 10 YY I„A'I 1111NY --_____ "-------_,A, i ---- - 120 0 60 120 HAYDEN AVENUE F '1-T i 1 j 1 inch = 120 ft. .... CONSERVATION AREA EXHIBIT '1 If ' . „ ,; , ,,,' 1,0!„,,,„ , "I PROJECT NAME FIGURE NO, 1 T •• PROPOSED LIFE SCIENCES CAMPUS EXPANSION ... AMENDED PRELIMINARY SITE DEVELOPMENT AND USE PLAN(APSDUP) I CD-9 DISTRICT CR001 HIGHPOINT ENGINEERING, INC, 45, 55 Et 65 HAYDEN AVENUE LEXINGTON,MASSACHUSETTS CANTON CORPORATE PLACE PREPARED FOR SCALE DATE 45 DAN ROAD,SUITE 140 AUGUST 2 2017 CANTON, MA 02021 CRP/KING HAYDEN OWNER LLC 1 = 120 REV SEPTEMBER 21 2017 t 781 770 0970 200 CAMBRIDGEPARK DRIVE PROJECT NUMBER FILE NAME www highpointeng corn CAMBRIDGE, MA 02140 17007 1 7007_CR_Exhibit.dwg Peter L.Tamm ptamima goulstonstorrs.com (617)574-7891(tel) BY HAND 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 heanng 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 Preliminarn Site Development and Use Plan(the PSDUP") for proposed Planned Development Distnct PD-2 As discussed in the course of the public hearing,the new proposed PD-2 Distnct encompasses an approximatel` 37 acre area of land located at 45 55 and 65 Hayden Avenue (the `Site ') which is owned b\ the Applicant and currentl` operated as a multi-tenant life science center containing two 3-store office/laboraton buildings together with surface and structured parking. Approval b\ 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') B` w-a` of background,the existing life science buildings on the Site were developed pursuant to the following past approvals (i) Preliminarn Site Development and Use Plan for which a Definitive Site Development and Use Plan and Special Permit with Site Plan Review were approved b\ the Town Zoning Board of Appeals ( `ZBA') on Januar\ 5 1998 and recorded with the Middlesex South Registry of Deeds (the Registrn ') at Book 28123 Page 254 (n) 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 b\ the ZBA on June 3 2010 recorded with the Registrn at Book 54965 Page 45 and (in) 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 matenals which have been updated to reflect the comments provided in the course of the public heanng,to facilitate the Planning Board s recommendations and report on this rezoning proposal 1 Cops of Form B General Application for Approval of a Plan for Development (onginall\ submitted on August 23 2017) 2 Cop\ of the check payable in the amount of$2,000 made to the Town of Lexington for the requisite filing fee (onginall\ submitted on August 23 2017) 3 Cops of Petition for Change of Zoning Distnct and Approval of Prelimman Site Development and Use Plan(onginall\ submitted on August 23 2017) 4 Proposed PSDUP containing the following a. the Zoning Article (text) b Regulators Plan Set(including Propert\ Rights and Dimensional Standards Plan, Site Construction Plan, Landscape Planting Plan and Architectural Prehmmarn Site Sections) Non-regulator\ Plan Set(including Site Analysis Plan, Locus Context Plan and Utilities Plan) 1 6 Environmental Impact and Infrastructure Assessment(including Fire Access Stud\ Plan, Sewer Capacit\ Analysis, and Hydrologic Analvsis/Stormwater Report) 7 Aggregate Development and Parking Data Summar\ tables 8 Traffic Stud` 9 Fiscal Impact Analysis (onginall\ submitted on August 23 2017) and 10 Additional Matenals 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 b\ 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 approximatel` 370,225 square feet of building gross floor area under CD-9 zoning to approximatel` 596 669 square feet of building gross floor area under the proposed PD-2 zoning. Adoption b\ Town Meeting of this rezoning and PSDUP will advance ke\ 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 corndor while at the same time addressing planning and conservation goals for the Site b\ expanding the existing conservation restriction on the Propert\ 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 annuall\ and to increase the total assessed value of industnal properties in the communit\ b\ 16% Such an increase in commercial revenue stream will contribute to lessening the residential share of the tax ley` over time In addition,the Applicant also proposes to contribute approximatel` $1 970 for each net new parking space on the Site which will amount to approximatel` a$1 1 million payment to the Town that ma` be used for municipal traffic improvements Finall\ the Applicant will also contribute $60 000 to the Cars Memorial Librax\ 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, [ to L.Tamm Attorney for and on behalf of CRP/King Hayden Owner,L.L.0 4847-8926-7281.2 Enc cc Town Clerk Board of Selectmen Mr Aaron Henry Mr Robert Albro Edmund C Grant, Esq 1 ..Or` its r" Town of Lexington 1-4 144 y .. = 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. Space for Town Clerk Thursday,December 15,2016 8985542.1 Form B-Cientral Application for Approval of a Plan for Development Page 2 1 B. DESCRIPTION OF LAND All property included in the plan. l Street Address 45, 55 and 65 Hayden Avenue Map-Lot#• Map 17-Lots 20A &21B 1 j ' Please addmore if necessary C. COST ESTIMATE i For projects filed under §135-6 9 please 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 CRP/King Hayden Owner L L C Is the applicant also the o � - :1:1 Yes---,\v No ti.,_ Pp Signature of Applicant: / 1A l; Applicant's:Business address c/o King Street Properties.200 Cambridge Park Drive,Cambridge.MA 02140 i Applicants phone Number 617-910-5501 Applicants!Email Address. tragno@ks-proo.com If the applicant is not the owner what is the nature of interest in the land? i n/a I * For projects filed under§135-6 9 if the applicant is not the owner the applicant must attach a copy of a purchase and sale agreement,or other instrument of future sale, to this application. Note: The Planning Department requires that one-person act as coordinator/contact person for an application. That person i$assumed the applicant unless a member of the development team is designated. 8985542 Form B-Genral Application for Approval of a Plan for Development Page'3 SIGNATURES OF OWNERS Note. The owners of all land affected by this development must sign this application.If necessary,complete table two,Or file a separate sheet,for multiple parcels/owners. fable 1 Map-Lot#. 17-20B&21A Map-Lot# Name of Owners(print) Owner 1 1CRP/King Hayden Owner L L C Owner 2.in/a Signature of Owner 1 Signature of Owner 2 CRP/KINt HAYDEN OWNER, L.L.C., n/a a Delaw united liabiliry-to-npany By. Thomas Ragno Authorized Real Property Signatory 1 3 8985642 Form B General Application for Approval of a Plan for Development Page 14 E. CALCULATION OF FEE Type of Application or Number of Rate per Sub Fixed Total Action. Lots Lot Total Rate Filing Fee: 2 * =$2,000 1Creditable 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 ( I Application Types Fees Residential Preliminary Unaccepted Street Determination, $2,000 Subdivision §176-7 0 1 to 3 Lots $1,000 plus 500 per lot I Special Permitting§176-6.0 4 to 8 Lots $1,500 plus 500 per lot Residential Sketch Plan $1,500 plus$500 per proof plan lot More than 9 $2,000 plus 500 per lot Residential Special Permit $3,000 plus$500 per proof plan lot Non-Residential $2,000 plus 500 per lot Nonresidential Sketch Plan $1,500 plus$50 per Preliminary Subdivision 1,000 SF of GFA Nonresidential Special Permit $3,000 plus$50 per 1,000 SF of GFA Residential Definitive Site Plan Review,§176-9 0 Subdivision Minor Site plan review $500 Major site plan review $1,500 1 to 3 Lots $2,000 plus 500 per lot PD rezoning, §176-8.0 Sketch PSDUP $500 Final PSDUP $2,000 4 to 8 Lots $3,000 plus 500 per lot More than 9 $4 000 plus 500 per lot Non-Residential $4,000 plus 500 per lot Preliminary Subdivision Modifications $1,500 *One payment of a fee for a residential preliminary plan is creditable to the initial fee for a definitive plan.If more than one fee is paid for a preliminary plan,only the first of those payments is creditable to the initial fee for a definitive plan. 4 8985542.1 O � � 3 &y « m # '7 M « R © o » ca4@ (9 % *;":' � yo * %� tt\ r4 cz1 k .5 t 6$ G k \ 3 & Q@ % . 0 % ¥ 7�k \ * %\ �' a . e .� r C-4‘ ® 7r«c® Cil \\% ° 00 1 ® 'a 7, 217 S � % w\ v & C ƒ » ftttt)% AV) ° /5 % tot 0 # ?o% ƒ fob� \ ? ®0, Q \ ' w 0 ^ t \Q \ q�� o> _ .--- '-c5 --- ,c?' 0 \ « rƒ � (i) o k Ilia' w 00 -\;1''':::.-"a) R: 'rlg ƒ # e OA $ % 0 6 4 ? % { * 7 0 * J \ \ o 0 2 \ w % % Ceti' 0 ° ° % \ U CP% GO ,1 cts a 0 o & W o ®ƒ \ af$ ® %\O (1, (,:l ' \ , 3 A cOk E \ ¥ \» 2 Reorder from Forms&Supplies Direct for SKYLINEe (800)992-1970 FORM B 703112 :COPYRIGHT 1994 Ent Name Acct No Invoice Date P O.Num Reference Amount Discount Net <SP296 CRP/King Hayden Ot 1725-05 75-081817 8/18/2017 PSDUP Zoning Fees 2,000.00 0.00 2,000. 1 ayor. CRP/King Hayden Owner,LLC Date Check No. Check Amou ayee. TOWN OF LEXINGTON 8/21/2017 000668 $2,000.0. i-etas r[nit statement ror your recorns elatelrM1IteirdamAnrdbYooract(quviemIte oulleioarim tormotatcl:iiRawini itraMAetef(VuoaN);alioni thiol.r4autgbAMIVI!$l.lalINIir7ttlL•r.11T/1.1BANnattiA VCYiaq:9sei: CRP/King Hayden Owner, LLC c/o Lincoln Property Company Wells 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/ (# ' '•1,►i#1,`1 _; r ' i ,1• DATE OF ISSUE TO THE / + ORDER OF TOWN OF LEXINGTON /, yf'' ` 1625 MASSACHUSETTS AVENUE LEXINGTON, MA 02420 ,9,. .:11/11)//A--/- 11'00066811' 1: i 2 1000 2481: 4304 23 270511' 3 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 By' peter L Tamm, Attorney for and on behalf of CRP/KING HAYDEN OWNER, L L C 8985785.2 EXHIBIT-1 SITE PLAN 8985785.2 t (TOWN OF LEXINGTON) PROPERTY MAP 17 C PARCEL 1 (TOWN OF LEXINGTON) N/F PROPERTY MAP 17 TOWN OF LEXINGTON 1 PARCEL 3C DEED BOOK 796 PAGE 169 it (TOWN OF LEXINGTON) N/F t PROPERTY MAP 17 TOWN OF LEXINGTON $ PARCEL 5D DEED BOOK 796 PAGE 170 i. N/F (TOWN OF LEXINGTON) TOWN OF LEXINGTON PROPERTY MAP 17 DEED BOOK 797 PAGE 109 PARCEL 4C (TOWN OF LEXINGTON) N/F PROPERTY MAP 16 (TOWN OF LEXINGTON) TOWN OF LEXINGTON PARCEL 4A PROPERTY MAP 17I DEED BOOK 11928 PAGE 614 N/F PARCEL 22 TOWN OF LEXINGTON- N/F I CONSERVATION 95 HAYDEN LLC DEED BOOK 1420 PAGE 62 i \ \ \------ __ SEWER SEWER -- EASEMENT \ \• EASEMENT i I \ - CONSERVATION RESTRICTION AREA / �\\� \ \�� 1 I 1 -- DRAIN \\\ \\ 1 1 1 L_____ EASEMENTS \ \ \ 1 1 111 \.-.,,\ 1 1 1 ' (TOWN OF LEXINGTON) 1 1 1 1 1 1 PROPERTY MAP 17 1 (TOWN OF LEXINGTON) l ` 1 1 PARCEL 21A 1 PROPERTY MAP 17 \ \ 1 I 1 ACCESS& N/F PARCEL 20B \ \ 1 1 UTILITY CRP/KING HAYDEN OWNER LLC N/F \ 1 I 1 EASEMENT DEED BOOK 1500 PAGE 96 (TOWN OF LEXINGTON) CRP/KING HAYDEN OWNER LLC \ PROPERTY MAP 16 DEED BOOK 68484 PAGE 87 1 CONSERVATION PARCEL 1C n 1 1 1 PD-2 DISTRICT RESTRICTION AREA N/F ELECTRIC EASEMENT 1 PARCELS 20B &21A i HAYDEN OFFICE TRUST UTILITY EASEMENT T -- 1 AREA=37.4# ACRES / DEED BOOK 893 PAGE 163 __- 1 i I I I GASEASEMENT --------- -_-_- HAYDEN AVENUE 300 0 150 300 600 IIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII 1111111111111111111111 111111111111111111111111111111111111111111111111111111111 1f11 1 1 inch = 300 ft. .••• PLANNED DEVELOPMENT DISTRICT PD-2 PLAN • HTGHpoTNT PROJECT NPROPOSED LIFE SCIENCES CAMPUS EXPANSION• FIGURE NO. .•• • PRELIMINARY SITE DEVELOPMENT AND USE PLAN (PSDUP) I PD-2 DISTRICT EXHIBIT- HIGHPOINT ENGINEERING, INC. 45, 55 Et 65 HAYDEN AVENUE LEXINGTON,MA 02421 CANTON CORPORATE PLACE PREPARED FOR SCALE DATE 45 DAN ROAD, SUITE 140 CANTON,MA02021 CRP/KING HAYDEN OWNER LLC 1 =300' AUGUST 23, 2017 t 781 770 0970 200 CAMBRIDGEPARK DRIVE PROJECT NUMBER FILE NAME www highpointeng.com CAMBRIDGE,MA 02140 17007 17007_Property001 dwg EXHIBIT-2 LEGAL DESCRIPTION 8985785.2 FifGHPOINT 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 FifGHPOINT N 67° 23' 52" E by Hayden Woods, a distance of 146 89 feet to a point; thence S 03° 52' 06" E by Hayden Woods, a distance of 111.25 feet to a point; thence S 44° 07' 54" W by Hayden Woods, a distance of 324.20 feet to a point; thence S 44° 07' 54" W by Assessor's Map 16 Lot 1C, a distance of 236 99 feet to a point; thence S 22° 29' 38" E by Assessor's Map 16 Lot 1C, a distance of 436.21 feet to a point; thence WESTERLY 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 N 87° 36' 20"W by Hayden Avenue, a distance of 1,395 60 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 District contains a calculated land area of 37 4 acres, more or less Page 2 of 5 FifGHPOINT 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 N 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 FifGHPOINT 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 N 16° 00' 59" W by Assessor's Map 17 Lot 21A, a distance of 547 13 feet to a point; thence N 87° 39' 04"W by Assessor's Map 17 Lot 21A, a distance of 40 00 feet to a point; thence S 02° 20' 56" W by Assessor's Map 17 Lot 21A, 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 FifGHPOINT S 02° 20' 56" W by Assessor's Map 17 Lot 21A, 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 Distnct PD-2,based on the information provided in the applicant s Prelimmarn 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 an 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 1 Authont\ to Establish a Planned Development District. This Prelimmarn Site Development and Use Plan( PSDUP")to establish Planned Development Distnct PD-2 ( PDD ') is prepared under the provisions of§ 7.3 Planned Development Distncts, 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 Distnct which are contained in § 8 0 of Chapter 176 of the Code of the Town(the Planning Board Zoning Regulations ') 2 Historn and Descnption of Distnct. This Planned Development Distnct 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 b` Town Meeting of a Prelimmarn Site Development and Use Plan in the Fall of 1997 (the `Original PSDUP") for which a Definitive Site Development and Use Plan( `Ongmal DSDUP") and Special Permit with Site Plan Review ( `Ongmal Special Permit')were approved b\ the Zoning Board of Appeals ( `ZBA') on Januar\ 5 1998 and recorded with the Middlesex South Registr\ of Deeds (the Registr\ ') at Book 28123 Page 254 To allow for the addition of the building and parking garage located at 65 Hayden Avenue the Ongmal PSDUP was subsequentl` amended b\ the Amended Prelimman Site Development and Use Plan approved b\ 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 b\ the ZBA on June 3 2010 recorded with the Registr\ at Book 54965 Page 45 The Special Permit was modified in 2012 for minor site changes,as recorded with the Registr\ at Book 27724 Page 170 and again in 2017 for parking and related improvements, as recorded with the Registr\ at Book 68484 Page 87 This PSDUP supersedes an and all pnor 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 Regulator\ Plans (as hereinafter defined) are considered in conformance with all existing permits and approvals 3 Zoning Bylaw Applicabilit\ and Interpretation 1 In the event of inconsistenc\ or conflict between this PSDUP and an 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 an provision of the 2016 Zoning Bylaw applicable to the Site the 2016 Zoning Bylaw controls Subsequent amendments to the 2016 Zoning Bylaw do not appl\ to this PDD unless expressl` stated otherwise Terms used and not otherwise defined herein have the meanings as ma` be ascribed to them in the 2016 Zoning Bylaw Where this PSDUP is silent with respect to an` provision of the Planning Board Zoning Regulations, such Planning Board Zoning Regulations, as amended from time to time shall appl\ to this PDD 4 PSDUP to be effective upon transfer This PSDUP establishes the zoning for this Planned Development Distnct, and an 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,ma` be further legall\ subdivided into separate parcels or lots, for example for purposes of financing or conveying interests,but an successors shall be bound b\ the provisions and controls in the PDD unless amended in accordance with the 2016 Zoning Bylaw An\ excess development capacit\ in this PDD shall be expressl` allocated at the time of conveyance or subdivision of land in the PDD if such conveyance or subdivision results in separate ownership of propert\ comprising the PDD 5 Plans and Documents 1 Regulator Material In the event of conflict or inconsistenc\ between the text of this PSDUP and the plans and documents incorporated b\ 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 Distnct PD- 2 (the Regulator Plans ') is incorporated herein as Appendix A and made part of this PSDUP Regulatory Plans By CI Title Sheet Highpoint Engineenng C2 Propert\ Rights &Dimensional Standards Plan Highpoint Engineenng C3 Site Construction Plan Highpoint Engineenng L-100 Landscape Planting Plan(Trees) Lemon Brooke Prelimmar Site Sections Perkins+Will (Visual Representations) 2 Non-Regulator 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 an 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 Pnncipal Uses All of the following uses or an combination thereof are permitted in this Planned Development Distnct, subject to and consistent with the dimensional, zoning and other standards provided in this PSDUP 2 4824-0709-9473 a. Institutional Uses (i) Child care center (n) Use of land or structures for religious purposes (ni) Use of land or structures for educational purposes on land owned or leased b\ the Commonwealth or its agencies, subdivisions or both politic or b\ a religious sector or denomination or b\ a non-profit corporation (iv) Park,playground b Agncultural and Natural Resource Uses (i) Exempt agricultural uses and structures as set forth in M.G.L § 40A-3 c Office Uses (i) Medical, dental,psvchiatnc office but not a clinic (n) Medical, dental, psychiatric office but not a clinic with related laboratory (ni) Business or professional office d. Personal, Business or General Service Uses (i) Medical clinic for outpatient services (n) School not exempt b\ statute (ni) Nonprofit communit\ service center or chantable organization e Manufactunng Uses (i) Light manufactunng (n) Laboratorn engaged in research, experimental and testing activities,which ma` include the development of mock-ups and prototypes (ni) Manufactunng in the fields of biotechnologmedical,pharmaceutical, physical,biological and behavioral sciences and technolog` environmental science toxicolog` genetic engineenng, comparative medicine bioengineering, cell biolog` human and animal nutation including the production of equipment, apparatus,machines and devices for research, development,manufactunng and advance and practical application in an` such field or area, and including, office administrative and support facilities related to an of the foregoing activities, all uses must compl` 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 (n) Wireless communication facilit\ g Temporary Uses (i) Temporary building or trailer incidental to the construction of the building or development (n) 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 appl` 3 4824-0709-9473 2 Accessor` Uses The limit and size of accessor` uses set forth in § 3 2.2 of the 2016 Zoning B`law do not appl` All accessor` uses or structures customarn and incidental to the pnncipal uses or structures included in Section 6 1 above (which pnncipal uses are also permitted as accessory uses) § 3.2 1 of the 2016 Zoning Bylaw and the accessor uses in Section 6.2 hereunder are permitted as accessor uses, including,without limitation the following (which also include some new enumerated items) a. Beaut\ parlor barber shop b Shoe repair c Bank or credit union d. Automatic teller machine e Travel agenc` ticket agenc` f Photocopying, reproduction services g Convenience goods often bought on a dail\ basis such as food, cand` newspapers, etc h. Cafeterias, dining rooms, outdoor food trucks, conference rooms, function rooms, auditoriums,public meeting rooms, communit\ space and recreational facilities i Laundr or dr\ cleaning pickup station with processing done elsewhere laundr or dr\ cleaning with processing on the premises, self-service laundromat or dr\ 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,communit\ and recreational events,farmers and artists markets, performances,presentations and other like uses and indoor uses for Town recreational and communit\ use from time to time 7 Dimensional Standards § 7 3.2 1 of the 2016 Zoning B`law 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 appl` to a Planned Development District The following, as affected b` the provisions herein, are the onl` dimensional controls that appl` to this PDD and § 4 Dimensional Controls of the 2016 Zoning B`law do not appl` With the exception of Minimum Lot Area, the following requirements appl` to the aggregate of all lots within the PDD No minimum lot frontage or setbacks are required along internal lot lines in the PDD 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 70 feet for occupied buildings Maximum Building Height 90 feet for garages Notes 4 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 b\ 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 an ride gable other roof surface or parapet, except that structures erected as part of the building and not used for human occupanc` 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 ') ma` 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 twent\ 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 sixt\ (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 ma` contain rooftop structures that extend up to thirt\ 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 ma` 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 b\ this Section 7 Dimensional Standards provided it makes a determination that the structure is compatible with the scale of the neighborhood and does not negativel\ impact the solar access of an adjoining lot. 3 Where used,the calculation of Net Floor Area in this PDD is determined b\ 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 An lot within the PDD ma` contain a minimum of 20 feet of frontage provided such lot is served b\ an access dnve that is determined b\ 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. 8 SPGA. The Special Permit Granting Authont\ ( `SPGA') as designated in the 2016 Zoning Law or where referred to herein is the Planning Board. 9 Other Zoning Provisions 1 Landscaping, Transition and Screening. The Landscape Planting Plan, submitted as part of the Regulator 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 appl\ except for the following a. The objectives of§ 5 3 1 appl\ b The requirements of§ 5.3.3 pertaining to the landscaping plan appl\ c The provisions of§ 5 3 11 Maintenance § 5.3 13 Screening of Other Uses within the Lots and § 5 3 15 Special Permit appl\ 5 4824-0709-9473 2 Traffic Standards This PDD relies on findings in the Traffic Impact and Access Stud\ 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 appl` to this Planned Development Distnct. 3 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 appl` except for the following a. The objectives of§ 5 1 1 apph b The provisions of§ 5 1.3 Parking Plan, § 5 1 7 Preferential Rideshare Parking; §5 1 8 Bicycle Parking Facilities § 5 1 10 Dnveways (but allowing for more than two driveways per street line as shown on the Regulators Plans) and § 5 1 14 Special Permit, do appl` 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 an other applicable requirements of the 2016 Zoning Bylaw PARKING FACTOR TYPE OF PRINCIPAL USE Note:parking will not be required for accessorti uses. (minimum number of parking spaces to be provided) INSTITUTIONAL,EDUCATIONAL & RECREATIONAL USES College technical school As Needed Da\-care center school age child care program, nurser\ school,kindergarten 1 per 500 s.f. Lodge communrt` 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 6 4824-0709-9473 Manufactunng, research laborator\ 1 per 500 s.f. Construction, storage distribution and 1 per 1 000 s.f industnal 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 appl\ to side and rear lot lines in the PDD for the paved parts of parking spaces, dnveways or maneuvering aisles (which ma` extend up to the side and rear lot lines) except that where parking spaces along a lot line coincide with the penmeter of the district (as opposed to spaces along a lot line that is in the intenor of the distract) a ten foot setback from the lot line at the perimeter of the PDD shall appl\ c Parking for all uses (both existing and proposed) within this PDD which ma` be required for one lot ma` be located on a separate lot in separate ownership (or combined in a common lot) notwithstanding an regulations or provisions to the contrarn 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 Registr\ of Deeds d. Driveways on one lot ma` lead to and serve a parking space or loading ba\ on another lot, or straddle the lot line and serve a parking space or loading ba\ on two or more lots, notwithstanding an regulations or provisions to the contrarn stated in the 2016 Zoning Bylaw so long as where such lot is not in the same ownership a binding agreement between the applicable propert\ owners satisfactorn in form to the Town Counsel, is executed and filed in the Middlesex South Registr\ of Deeds e Temporary Off-site Parking during Construction. Dunng construction on the Site the owner tenants and other users of the Site are allowed to park offsite as reasonabl` needed. Signs This Planned Development District is subject to the Regulators Plans submitted herewith. For this Planned Development Distnct,the standards of§ 5 2 of the 2016 Zoning Bylaw Signs, do not appl\ except for the following a. The objectives of§ 5.2 1 appl\ b The provisions of§ 5 2 3 Exemptions appl\ c The General Regulations of§ 5.2 4 appl\ d The provisions of§ 5 2 5 Prohibited Signs appl\ e The provisions of§5.2 8 Commercial Districts do not appl\ 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 b\ right. In addition,one directors 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 b\ the Planning Director as the Planning Board s designee pursuant to § 9 5 4 of the 2016 Zoning Bylaw 7 4824-0709-9473 f The provisions of§ 5.2 10 Special Permit, appl` An\ wall sign, free standing sign or other legall` permitted sign presentl` existing on the Site as of the submission date of the PSDUP is allowed as-of-nght and ma` be retained and relocated within the Site so long as it is not enlarged unless permitted b\ the 2016 Zoning Bylaw 6 Illumination. The provisions of§ 5 4 of the 2016 Zoning Bylaw Outdoor Lighting appl` with all lots within this PDD treated as a single lot for compliance purposes 8 4824-0709-9473 APPENDIX A TO PSDUP FOR THE PD-2 DISTRICT REGULATORY PLANS Under separate cover 4824-0709-9473 2, 242 4 0 2300 230222 02131012.422420,130300 2°- 292 i ,2 i 022999---..--1,5_, 4 luAsnt4DVSSVN 019000 2 22 t2.1 g.*.: 5.* 3,134113 330353 44 SS'42 w 4 ,r-- r6 = =(31105,01151d 35f1 MI5.1.113W3013A30 3115 AIIVNINI113&I ,,, ?- ln Li Z-ad IDISIO 1N3Wd013A30 03NNtr1d 31H1 210A ::-t-:„:" i,—g I E,.g-EA. NOISNVdX3 SildINV3 S3DN3IDS 3.J11 03S0dOlid .. gE.Eg ZINI w°413:°;-`‘'-'• ,, 0 , MI- Doc M 2 ,to I 0 w p, E z 400409 4 201313d,Z,372r4 .,. KM i 4>tn.. wzr-eg 1— i, o ,. ... _, 052012 233341 2 5 1 Ll,lz-un Zs Zo 2°,02 w 1.t' .''-"g ".'s'-'''jg.g..i &,7 r %-•g'i-, 6 5 1 :g-. 0 r. 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E i 1 rmee NOISNVdX3 SfldWVD S3DN3IDS 3311 43SOd021d ,I, LL - 5 - F I mi F' a z w 0 w J \ J 1111111111 \ \ 0 Cl] \ 1 } \ N II 0 III N I I L7 I 1 IQ, \ ____ i \ -r \ __ , ___ , \ ___- i 1 .____ , ,I I , , I , , , ' 1 , li , I , r d 1 + I t) / 1 i! II ' I II JLI I III 11. LI •I9{yI � I I II I I0, 1I 1 —I, I II i 1 1 'I II — 1'[i � ' h 1, I I i I I I I TDI \, I I t' I 11 I 'it I. 11 — - I 1 I I I I iI 1 I1 I ' I I I I ` Ii I I/I ENVIRONMENTAL IMPACT �T 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 August 23, 2017 Revised September 22, 2017 Project Number. 17007 Prepared for• CRP/King Hayden Owner LLC King Street Properties 200 Cambridge Park Drive Cambridge, MA 02140 Prepared by• Highpoint Engineering, Inc. 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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 HiG 4P01111 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 3 ENVIRONMENTAL IMPACT Hj AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD-2) Project Scope 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 HiG 4P01111 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 HiG 4P01111 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. 11 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 HiG 4P01111 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 HiG 4P01111 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 HiG 4P01111 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 9 ENVIRONMENTAL IMPACT HiG 4P01111 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. Ill 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 HiG 4P01111 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 HiG 4P01111 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 HiG-4.1201.111 AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD-2) Appendix A Sewer Capacity Analysis 13 NT ENVIRONMENTAL IMPACT HiGHPO AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District(PD-2) Appendix A Sewer Capacity Analysis 13 tliGHPOINT 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 proosed 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) H ghpoin&.k riganeering Page 1 of 3 Canton Clxpor F 1,1 e 45 Pan Road ;,U4O 140 Canton, CUBA 0202.1 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 45/55/65 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 pp ) 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 P g+ 2 of', 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 nri Derek B Redgate, PE Senior Project Manager Cc: Doug Hartnett, Highpoint Engineering Robert Albro, King Street Partners P?:^ r 3:of Attachment A- Figure 1 Sewer Collection System q DTI/OW0 Il30AVH ON1I1/68D:LR'JllddV/NBUAO Z — 3 d S . E 51135(UlJV55`.'NO191IX31 C Z �/ o x �0 3Ntl3AV tt30AVH 59 i 55'54 $ S 4i g = s a§ 3 .ly€ 1-04 17RllSI0 1N3Wd013A30 03NNVid I 40054 's s � w e_ ^ = .``o ' -G i SISA1VNV A113VdV3 213M3S a 2.1 F g O b o a _ ,,c;. '2; ' L El N w O�O A 2 Jf. Ocm N — c m c O - o — -o a aGi .Q LL .0 d Ql m 'O '; 0 L m 4z-1 2 g O � O CO d' X N O N $ W • Q. LL a9 co CV LI-1 d CK U lA I w o 1 03 I D Y 1 a i o i 4 rG A \ _ . .o, SLET \ \ \ I it Q Q �j o 7 ( O Q o/ i1 <10,4p tte-° ID a o- Qj m AtpWrA' i 19 ;il 11 l � z°♦Q i zo II' 0 CID ? bo W _ Ir 0 J 0 o % i >M'NT* Q 0 A ciVoy ` i1 Q 'o00poOD� °�O / \ I �./ (IP .eo � ea77A) 4 ,ii, 471 � o01© C 44 , <) gi Qiip42 11111r ° ° O ° O d ♦ / m ''4 Q 2 Z Lu o j) 0,4 ,.70 ° ��84 i C/ 4 of/bas ° o O� �� o z �� 0 0 ° U A /'� S C r p U O h' W� C/`\' 6 Z� O Q ° ORO AVE Attachment B-Sewer Flow Calculation ISTG, , , ► PW,,.:, T g a. Date:August 23,2107 Prepared Byr DBR Checked By-DH Sewage Flow Estimate Worksheet II I. Existing Sewage Flow Estimate ITo MN 63 via 16' East Through Hayden Woods) 55 8,65 Hayden Avenue 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 488,632 232.37 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 Existing Peak Flow(8'west) = 139.01 gpm Hayden Avenue Pump Station Maximum Pump Station Discharge = 750.00 gpm Correspondence with Mike Flamang Lexington Eng.Dept. Summary of Existing Flows(To MH 63 via 16' East Through Hayden Woods) Total Flow(16' East) = 889.01 gpm II. Combined Existing and Proposed Sewage Flow Estimate ITo MH 63 via 8' North From Proiect 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 it Attachment C-Pipe Capacity Analysis (Manning's) (0 01 \ #§f ,..i , , \4 !\ \ \ \ \ Ni Ts 11 ii n io- F. co i§ \ \ \ \ \ a•(( _ J§] ® `` _ :O; , ( �/ 0 — — — , : < 0 I — \ k/ c) _ c; _ 0 \\ ) j� j \ \ \ w iEo ) ,— \\2 )fk ) Q } } } 0 i. Foo 1 \\ , / / { : / . < : q « ° \ .� \ f{2 / \ t \ a ` ENVIRONMENTAL IMPACT HiG-4P01.111 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 RAINFALL DATA 4 SOILS DATA 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 HydroCAD Report • Post-Development HydroCAD Report 1 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 &65 Hayden Avenue I Lexington, Massachusetts INTRODUCTION 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 STORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 &65 Hayden Avenue I Lexington, Massachusetts METHODOLOGY 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 (PDAs), 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 HydroCAD® 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 4P01111 T 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 Al 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 24 Hour Rainfall Depth 2 Year Storm 3 16 inches 10 Year Storm 4 77 inches 100 Year Storm 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 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 • El - 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 • B -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 (Ta)for the existing Watershed Areas Table 3 —Pre-Development Watershed Area and Runoff Curve Number Watershed Watershed Watershed El 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 ft2 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 (Ta)for the existing Watershed Areas Table 4 —Post-Development Watershed Areas and Runoff Curve Numbers Watershed Watershed Watershed Watershed Watershed Watershed P1 P2 P3 P4 P5 P6 Area 73,874 ft2 15,296 ft2 35,787 ft2 13,454 ft2 46,045 ft2 2,885 ft2 CN 94 89 90 83 98 74 Watershed P7 Area 300,679 ft2 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 POA 1 (Wetland Resource Areas) Storm Pre-Dev Post-Dev Change 2 Year 15 99 cfs 15 51 cfs -0 48 cfs I 10 Year 31.95 cfs 29 35 cfs -2.60 cfs I 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 POA 1(Wetland Resource Areas) Storm Pre-Dev Post-Dev Change I 1 Year 0 925 af 1.111 af +0 186 af I RECHARGE VOLUME REQUIRED= 8,102 ft3 I 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 9 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 rSTORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts APPENDIX A Watershed Maps -113311, 111 3H:1111].i 1� = 11,11.3331, C 1 :1131.11H= II.11131 e_ 1 L'- v ee 31111. 111131 1 W Q. v5 r _ - :_ (dfla5d)NVld 35f1 GNY 1N2Wd0l3A3a 3115 A21YNIWIl321d a N ce eya y "ae ., Oc, oC-' „ li=" 2 p Z-ad 1n1211S1a 1N3Wd013A34 43NNVld 3H1 2104 w _, ? e i 1 ,V, NOISNVdX3 SfldWVD S30N31DS 3dll 43SOd021d u 0 3 LI LOLq LE h±' Lq 40074 llrl 3 0 ' ra 0 a o 1 -..: 0 0 0 1:::) o = 0 (.. ,...***\7--,:-........ -----.....P 111Z — ifi 'H'---1] 111 Z aLU a o f I 0 1 1 113311,E 11303/1-1=111 I]J= 133,I13.33N C z. 1 _ _ w .13133_ 1133,1 31 W o H C_ 1 := "v h 311113/ 1131,3 :3 W N Q. vy 3 _ - :_ (dfla5d)NVld 3511 GNY 1N3Wd0l3A3a 3115 A21YNIWIl321d a O�N 0 F, y a y "a= ., Z-ad 1n1211SIa 1N3Wd013A3a a3NNVld 3H1 2104d ? e4 W. NOISNVdX3 SfldWVD S37N31DS 3311 a3SOd021d u _ u ,0 0 3 I 1 IQ� 1 0 L r--a 111 I • I0 I V tl I it I 0 I O 1 1 1 1 ou r • /1.�0'c01O 0 I 0 — I C 0 i 1� 0 -- ce 1le Lil 1 II I Er....--1-j [ W 0Z W0 } ` a a a a a ; LLLLLL rSTORMWATER MANAGEMENT REPORT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts APPENDIX B Hydrologic Calculations �rE-3) Undetained to Wetland Resource reas � E2 Ds 2 E1 > DS1 > POA To UDS 2 - .d- Stormtank 18(788 units) To UDS 1 Stormtank 18(351 units) Wetland Resource Areas Subcat Reach on Link Routing Diagram for 17007_PreDev_PSDUP Prepared by Highpoint Engineering, Printed 8/22/2017 HydroCAD®10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC 17007_Pre_Dev_PSDUP Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentEl To UDS 1 Runoff Area=19,263 sf 45 81% Impervious Runoff Depth=1 72" Tc=7 5 min CN=85 Runoff=0 85 cfs 0 064 af 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 af 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) Peak Elev=87 19' Storage=0 014 af Inflow=0 55 cfs 0 043 af Outflow=0 15 cfs 0 043 af Pond UDS1 Stormtank 18 (351 units) Peak Elev=92 43' Storage=0 008 af Inflow=0 85 cfs 0 064 af Outflow=0 52 cfs 0 064 af Link POA. Wetland Resource Areas Inflow=15 99 cfs 1.284 af Primary=15 99 cfs 1.284 af Total Runoff Area = 11.260 ac Runoff Volume = 1.284 af Average Runoff Depth = 1.37" 76.88% Pervious = 8 657 ac 23 12% Impervious = 2 604 ac 17007_Pre_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 5 Summary for Subcatchment El 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 Description 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 III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af 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 af Plug-Flow detention time= 161 3 min calculated for 0 043 af(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 af 19.50'W x 126 00'L x 1 50'H Field A 0 085 af Overall - 0 085 af Embedded = 0 000 af x 40 0% Voids #2A 87 00' 0 081 af StormTank 18 x 546 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 42 Chambers #3B 87 00' 0 000 af 33 00'W x 33 00'L x 1 50'H Field B 0 037 af Overall - 0 037 af Embedded = 0 000 af x 40 0% Voids #4B 87 00' 0 036 of StormTank 18 x 242 Inside#3 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 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) L1=Culvert (Passes 0 15 cfs of 0 59 cfs potential flow) 4-2=12" Outlet (Orifice Controls 0 15 cfs @ 1 47 fps) 17007_Pre_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af 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 af Plug-Flow detention time= 5 7 min calculated for 0 064 af(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 af 19.50'W x 81 00'L x 1 50'H Field A 0 054 af Overall - 0 054 af Embedded = 0 000 af x 40 0% Voids #2A 92.20' 0 052 af StormTank 18 x 351 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 27 Chambers 0 052 af 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) L=Culvert (Passes 0 52 cfs of 0 56 cfs potential flow) —2=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 af 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 III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentEl To UDS 1 Runoff Area=19,263 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 af 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) Peak Elev=87 36' Storage=0 028 af Inflow=1.24 cfs 0 094 af Outflow=0 52 cfs 0 094 af Pond UDS1 Stormtank 18 (351 units) Peak Elev=92 65' Storage=0 016 af Inflow=1 54 cfs 0 116 af Outflow=0 96 cfs 0 116 af Link POA. Wetland Resource Areas Inflow=31 95 cfs 2 522 af Primary=31 95 cfs 2 522 af Total Runoff Area = 11.260 ac Runoff Volume = 2.522 af Average Runoff Depth = 2 69" 76.88% Pervious = 8 657 ac 23 12% Impervious = 2 604 ac 17007_Pre_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 9 Summary for Subcatchment El 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 Description 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 III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af 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 af Plug-Flow detention time= 103 4 min calculated for 0 094 af(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 af 19.50'W x 126 00'L x 1 50'H Field A 0 085 af Overall - 0 085 af Embedded = 0 000 af x 40 0% Voids #2A 87 00' 0 081 af StormTank 18 x 546 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 42 Chambers #3B 87 00' 0 000 af 33 00'W x 33 00'L x 1 50'H Field B 0 037 af Overall - 0 037 af Embedded = 0 000 af x 40 0% Voids #4B 87 00' 0 036 of StormTank 18 x 242 Inside#3 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 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) 4-2=12" Outlet (Orifice Controls 0 52 cfs @ 2 04 fps) 17007_Pre_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af Plug-Flow detention time= 6 7 min calculated for 0 116 af(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 af 19.50'W x 81 00'L x 1 50'H Field A 0 054 af Overall - 0 054 af Embedded = 0 000 af x 40 0% Voids #2A 92.20' 0 052 af StormTank 18 x 351 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 27 Chambers 0 052 af 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) L=Culvert (Passes 0 96 cfs of 1 18 cfs potential flow) —2=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 af 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 III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentEl To UDS 1 RunoffArea=19,263 sf 45 81% Impervious Runoff Depth=6 81" Tc=7 5 min CN=85 Runoff=3.22 cfs 0.251 af 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 af Pond UDS 2 Stormtank 18(788 units) Peak Elev=87 72' Storage=0 056 af Inflow=3 13 cfs 0.235 af Outflow=1 76 cfs 0.235 af Pond UDS1 Stormtank 18 (351 units) Peak Elev=93 18' Storage=0 034 af Inflow=3.22 cfs 0.251 af Outflow=2 19 cfs 0.251 af Link POA. Wetland Resource Areas Inflow=72 81 cfs 5 817 af Primary=72 81 cfs 5 817 of Total Runoff Area = 11.260 ac Runoff Volume = 5.817 af Average Runoff Depth = 6.20" 76.88% Pervious = 8 657 ac 23 12% Impervious = 2 604 ac 17007_Pre_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 13 Summary for Subcatchment El 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 Description 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 III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af 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 af Plug-Flow detention time= 63 7 min calculated for 0.235 af(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 af 19.50'W x 126 00'L x 1 50'H Field A 0 085 af Overall - 0 085 af Embedded = 0 000 af x 40 0% Voids #2A 87 00' 0 081 af StormTank 18 x 546 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 42 Chambers #3B 87 00' 0 000 af 33 00'W x 33 00'L x 1 50'H Field B 0 037 af Overall - 0 037 af Embedded = 0 000 af x 40 0% Voids #4B 87 00' 0 036 of StormTank 18 x 242 Inside#3 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 6 4 cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 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) 4-2=12" Outlet (Orifice Controls 1 76 cfs @ 2 89 fps) 17007_Pre_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 af 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 af Plug-Flow detention time= 8 0 min calculated for 0.251 af(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 af 19.50'W x 81 00'L x 1 50'H Field A 0 054 af Overall - 0 054 af Embedded = 0 000 af x 40 0% Voids #2A 92.20' 0 052 af StormTank 18 x 351 Inside#1 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 13 Rows of 27 Chambers 0 052 af 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) L=Culvert (Passes 2 19 cfs of 2 47 cfs potential flow) —2=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 11P-7) P2 D DS 2 Undetain d to Wetland Res urce Areas To UDS 2 StormTank 24( 6 units) P4 DS4 To UDS4 P3 I> Ds3 StormTank 18(298 To UDS 3 StormTank 30(737 POA units) units) -- Wetland Fesource Areas DS1 DS < 1/1 1 P5 StormTank 48(828 S rmTank 24(977 To UDS5 P1 units) units) ToUDS1 A, V P6 StormTank 24(132 units) To UDS6 ,, Subcat Reach on Link Routing Diagram for 17007_Post_Dev_PSDUP Prepared by Highpoint Engineering, Printed 8/22/2017 —` HydroCAD®10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC 1 7007_Post_Dev_PSD U P Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 1 7007_Post_Dev_PSD U P Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentPl 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 af 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 af 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 af 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 af 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 af 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 af SubcatchmentP7 Undetained to Wetland Runoff Area=300,679 sf 40 37% Impervious Runoff Depth=1 65" Tc=S 0 min CN=84 Runoff=13 83 cfs 0 948 of Pond UDS 2 StormTank24(146 units) Peak Elev=88 41' Storage=0 009 af Inflow=0 87 cfs 0 060 af Outflow=0 57 cfs 0 060 af Pond UDS1 StormTank48 (828 units) Peak Elev=94 10' Storage=0.212 af Inflow=4 95 cfs 0 354 af Discarded=0 03 cfs 0.216 af Primary=0 40 cfs 0 118 af Outflow=0 43 cfs 0 333 af Pond UDS3 StormTank30 (737 units) Peak Elev=88 38' Storage=0 055 af Inflow=2.11 cfs 0 146 af Outflow=0 50 cfs 0 146 af Pond UDS4 StormTank 18 (298 units) Peak Elev=86 60' Storage=0 010 af Inflow=0 59 cfs 0 041 af Outflow=0.29 cfs 0 041 af Pond UDS5 StormTank24(977 units) Peak Elev=88 79' Storage=0 092 af Inflow=3 36 cfs 0.258 af Outflow=0 81 cfs 0.258 af Pond UDS6 StormTank24(132 units) Peak Elev=86 91' Storage=0 006 af Inflow=0 84 cfs 0.263 af Outflow=0 84 cfs 0.263 af Link POA. Wetland Resource Areas Inflow=15 51 cfs 1 576 af Primary=15 51 cfs 1 576 of Total Runoff Area = 11.203 ac Runoff Volume = 1.812 af Average Runoff Depth = 1.94" 45.31% Pervious = 5 077 ac 54 69% Impervious = 6 127 ac 17007_Post_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 Description 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 III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 parking, 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 af 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 af 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 af Plug-Flow detention time= 24 7 min calculated for 0 060 af(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 af StormTank 24 x 146 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 030 af 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 15' 4 0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0 6' Crest Height 17007_Post_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 8 Primary OutFlow Max=0 57 cfs @ 12 16 hrs HW=88 41' (Free Discharge) AL1=Orifice/Grate (Orifice Controls 0 57 cfs @ 2 91 fps) 2=Sharp-Crested Rectangular Weir( Controls 0 00 cfs) Summary for Pond UDS1 StormTank 48 (828 units) Inflow Area = 1 696 ac, 84 58% Impervious, Inflow Depth = 2 51" for 2 Yr event Inflow = 4 95 cfs @ 12 07 hrs, Volume= 0 354 af Outflow = 0 43 cfs @ 12 95 hrs, Volume= 0 333 af, Atten= 91%, Lag= 52 8 min Discarded = 0 03 cfs @ 7 31 hrs, Volume= 0.216 af Primary = 0 40 cfs @ 12 95 hrs, Volume= 0 118 af 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 af Plug-Flow detention time= 1,558 5 min calculated for 0 333 af(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 af 22 00'W x 211 00'L x 5 50'H Field A 0 586 af Overall - 0 342 af Embedded = 0.244 af x 40 0% Voids #2A 92 00' 0 329 af StormTank 48 x 828 Inside#1 Inside= 18 0"W x 48 0"H => 5 77 sf x 3 00'L = 17 3 cf Outside= 18 0"W x 48 0"H => 6 00 sf x 3 00'L = 18 0 cf 12 Rows of 69 Chambers 0 427 af 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) AL1=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, 65 32% Impervious, Inflow Depth = 2 13" for 2 Yr event Inflow = 2 11 cfs @ 12 07 hrs, Volume= 0 146 af Outflow = 0 50 cfs @ 12 46 hrs, Volume= 0 146 af, Atten= 76%, Lag= 23 4 min Primary = 0 50 cfs @ 12 46 hrs, Volume= 0 146 af Routing by Stor-Ind method, Time Span= 0 00-96 00 hrs, dt= 0 01 hrs 17007_Post_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 9 Peak Elev= 88 38' @ 12 46 hrs Surf.Area= 0 076 ac Storage= 0 055 af Plug-Flow detention time= 112 5 min calculated for 0 146 af(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 af StormTank 30 x 737 Inside= 18 0"W x 30 0"H => 3 63 sf x 3 00'L = 10 9 cf Outside= 18 0"W x 30 0"H => 3 75 sf x 3 00'L = 11 3 cf 0 190 af 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) AL1=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 af 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 af 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 af Plug-Flow detention time= 62.5 min calculated for 0 041 af(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 af StormTank 18 x 298 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 0 046 af 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) 4-1=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 af 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 af 17007_Post_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af Plug-Flow detention time= 117 1 min calculated for 0.258 af(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 af StormTank 24 x 977 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0.202 af 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) AL1=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 af 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 af 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 af Plug-Flow detention time= 12.1 min calculated for 0.263 af(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 af StormTank 24 x 132 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 027 af 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) AL1=Orifice/Grate (Orifice Controls 0 84 cfs @ 2 42 fps) 2=Orifice/Grate ( Controls 0 00 cfs) 17007_Post_Dev_PSDUP Type III 24-hr 2 Yr Rainfall=3 16" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentPl 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 af 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 af 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 af 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 af 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 af SubcatchmentP6 To UDS6 Runoff Area=2,885 sf 0 00% Impervious Runoff Depth=2 18" Tc=S 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 af Pond UDS 2 StormTank24(146 units) Peak Elev=88 87' Storage=0 015 af Inflow=1 48 cfs 0 104 af Outflow=0 86 cfs 0 104 af Pond UDS1 StormTank48 (828 units) Peak Elev=94 64' Storage=0.261 af Inflow=7 84 cfs 0 577 af Discarded=0 03 cfs 0.220 af Primary=3 50 cfs 0 335 af Outflow=3 52 cfs 0 555 af Pond UDS3 StormTank30 (737 units) Peak Elev=88 96' Storage=0 096 af Inflow=3 53 cfs 0.250 af Outflow=0 70 cfs 0.250 af Pond UDS4 StormTank 18 (298 units) Peak Elev=86 84' Storage=0 017 af Inflow=1 11 cfs 0 076 af Outflow=0 55 cfs 0 076 af Pond UDS5 StormTank24(977 units) Peak Elev=89 33' Storage=0 143 af Inflow=5 11 cfs 0 399 af Outflow=1 07 cfs 0 399 af Pond UDS6 StormTank24(132 units) Peak Elev=87 00' Storage=0 008 af Inflow=1 12 cfs 0 411 af Outflow=1 12 cfs 0 411 af Link POA. Wetland Resource Areas Inflow=29 35 cfs 2 938 af Primary=29 35 cfs 2 938 af Total Runoff Area = 11.203 ac Runoff Volume = 3 179 af Average Runoff Depth = 3 41" 45.31% Pervious = 5 077 ac 54 69% Impervious = 6 127 ac 17007_Post_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 Description 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 III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 parking, 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 af 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 af 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 af Plug-Flow detention time= 20 6 min calculated for 0 104 af(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 af StormTank 24 x 146 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 030 af 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 15' 4 0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0 6' Crest Height 17007_Post_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 16 Primary OutFlow Max=0 86 cfs @ 12 17 hrs HW=88 87' (Free Discharge) AL1=Orifice/Grate (Orifice Controls 0 86 cfs @ 4 37 fps) 2=Sharp-Crested Rectangular Weir( Controls 0 00 cfs) Summary for Pond UDS1 StormTank 48 (828 units) Inflow Area = 1 696 ac, 84 58% Impervious, Inflow Depth = 4 08" for 10 Yr event Inflow = 7 84 cfs @ 12 07 hrs, Volume= 0 577 af Outflow = 3 52 cfs @ 12.23 hrs, Volume= 0 555 af, Atten= 55%, Lag= 9 3 min Discarded = 0 03 cfs @ 5 40 hrs, Volume= 0.220 af Primary = 3 50 cfs @ 12.23 hrs, Volume= 0 335 af 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 af Plug-Flow detention time= 961 6 min calculated for 0 555 af(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 af 22 00'W x 211 00'L x 5 50'H Field A 0 586 af Overall - 0 342 af Embedded = 0.244 af x 40 0% Voids #2A 92 00' 0 329 af StormTank 48 x 828 Inside#1 Inside= 18 0"W x 48 0"H => 5 77 sf x 3 00'L = 17 3 cf Outside= 18 0"W x 48 0"H => 6 00 sf x 3 00'L = 18 0 cf 12 Rows of 69 Chambers 0 427 af 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) AL1=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, 65 32% Impervious, Inflow Depth = 3 65" for 10 Yr event Inflow = 3 53 cfs @ 12 07 hrs, Volume= 0.250 af Outflow = 0 70 cfs @ 12 49 hrs, Volume= 0.250 af, Atten= 80%, Lag= 25 4 min Primary = 0 70 cfs @ 12 49 hrs, Volume= 0.250 af Routing by Stor-Ind method, Time Span= 0 00-96 00 hrs, dt= 0 01 hrs 17007_Post_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 17 Peak Elev= 88 96' @ 12 49 hrs Surf.Area= 0 076 ac Storage= 0 096 af Plug-Flow detention time= 103 5 min calculated for 0.250 af(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 af StormTank 30 x 737 Inside= 18 0"W x 30 0"H => 3 63 sf x 3 00'L = 10 9 cf Outside= 18 0"W x 30 0"H => 3 75 sf x 3 00'L = 11 3 cf 0 190 af 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) AL1=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, 35 89% Impervious, Inflow Depth = 2 97" for 10 Yr event Inflow = 1 11 cfs @ 12 07 hrs, Volume= 0 076 af Outflow = 0 55 cfs @ 12.21 hrs, Volume= 0 076 af, Atten= 50%, Lag= 8.2 min Primary = 0 55 cfs @ 12.21 hrs, Volume= 0 076 af 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 af Plug-Flow detention time= 47.2 min calculated for 0 076 af(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 af StormTank 18 x 298 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 0 046 af 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) 4-1=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" for 10 Yr event Inflow = 5 11 cfs @ 12 07 hrs, Volume= 0 399 af Outflow = 1 07 cfs @ 12 47 hrs, Volume= 0 399 af, Atten= 79%, Lag= 24 1 min Primary = 1 07 cfs @ 12 47 hrs, Volume= 0 399 af 17007_Post_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af Plug-Flow detention time= 106 8 min calculated for 0 399 af(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 af StormTank 24 x 977 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0.202 af 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) AL1=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 af 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 af 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 af Plug-Flow detention time= 9 9 min calculated for 0 411 af(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 af StormTank 24 x 132 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 027 af 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) AL1=Orifice/Grate (Orifice Controls 1 12 cfs @ 2 65 fps) 2=Orifice/Grate (Orifice Controls 0 00 cfs @ 0.22 fps) 17007_Post_Dev_PSDUP Type III 24-hr 10 Yr Rainfall=4 77" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 SubcatchmentPl To UDS 1 Runoff Area=73,874 sf 84 58% Impervious Runoff Depth=7 90" Tc=S 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=S 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 af 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 af 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 af 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 af SubcatchmentP7 Undetained to Wetland Runoff Area=300,679 sf 40 37% Impervious Runoff Depth=6 69" Tc=S 0 min CN=84 Runoff=54 12 cfs 3 849 of Pond UDS 2 StormTank24(146 units) Peak Elev=89 40' Storage=0 022 af Inflow=2.92 cfs 0.213 af Outflow=2 81 cfs 0.213 af Pond UDS1 StormTank48 (828 units) Peak Elev=95 40' Storage=0 330 af Inflow=14 64 cfs 1 116 af Discarded=0 03 cfs 0.224 af Primary=11 08 cfs 0 869 af Outflow=11 11 cfs 1 093 af Pond UDS3 StormTank30 (737 units) Peak Elev=89 91' Storage=0 164 af Inflow=6 89 cfs 0 508 af Outflow=2 68 cfs 0 508 af Pond UDS4 StormTank 18 (298 units) Peak Elev=87 57' Storage=0 037 af Inflow=2.39 cfs 0 169 af Outflow=0 98 cfs 0 169 af Pond UDS5 StormTank24(977 units) Peak Elev=89 78' Storage=0 185 af Inflow=9.27 cfs 0 738 af Outflow=6 70 cfs 0 738 af Pond UDS6 StormTank24(132 units) Peak Elev=88.26' Storage=0 023 af Inflow=7 03 cfs 0 768 af Outflow=6 46 cfs 0 768 af Link POA. Wetland Resource Areas Inflow=71 75 cfs 6 377 af Primary=71 75 cfs 6 377 af Total Runoff Area = 11.203 ac Runoff Volume = 6 624 af Average Runoff Depth = 7 10" 45.31% Pervious = 5 077 ac 54 69% Impervious = 6 127 ac 17007_Post_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 Description 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 III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 parking, 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 af 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 af 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 af Plug-Flow detention time= 16 1 min calculated for 0.213 af(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 af StormTank 24 x 146 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 030 af 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 15' 4 0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0 6' Crest Height 17007_Post_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 24 Primary OutFlow Max=2.80 cfs @ 12 09 hrs HW=89 40' (Free Discharge) AL1=Orifice/Grate (Orifice Controls 1 10 cfs @ 5 60 fps) 2=Sharp-Crested Rectangular Weir(Weir Controls 1 70 cfs @ 1 72 fps) 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 af Primary = 11 08 cfs @ 12 13 hrs, Volume= 0 869 af 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 af Plug-Flow detention time= 517 5 min calculated for 1 093 af(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 af 22 00'W x 211 00'L x 5 50'H Field A 0 586 af Overall - 0 342 af Embedded = 0.244 af x 40 0% Voids #2A 92 00' 0 329 af StormTank 48 x 828 Inside#1 Inside= 18 0"W x 48 0"H => 5 77 sf x 3 00'L = 17 3 cf Outside= 18 0"W x 48 0"H => 6 00 sf x 3 00'L = 18 0 cf 12 Rows of 69 Chambers 0 427 af 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) AL1=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 af 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 af Routing by Stor-Ind method, Time Span= 0 00-96 00 hrs, dt= 0 01 hrs 17007_Post_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 25 Peak Elev= 89 91' @ 12.28 hrs Surf.Area= 0 076 ac Storage= 0 164 af Plug-Flow detention time= 86 6 min calculated for 0 508 af(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 af StormTank 30 x 737 Inside= 18 0"W x 30 0"H => 3 63 sf x 3 00'L = 10 9 cf Outside= 18 0"W x 30 0"H => 3 75 sf x 3 00'L = 11 3 cf 0 190 af 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) AL1=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, 35 89% Impervious, Inflow Depth = 6 57" for 100 Yr event Inflow = 2 39 cfs @ 12 07 hrs, Volume= 0 169 af Outflow = 0 98 cfs @ 12.27 hrs, Volume= 0 169 af, Atten= 59%, Lag= 11 7 min Primary = 0 98 cfs @ 12.27 hrs, Volume= 0 169 af 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 af Plug-Flow detention time= 37 0 min calculated for 0 169 af(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 af StormTank 18 x 298 Inside= 18 0"W x 18 0"H => 2 15 sf x 3 00'L = 64cf Outside= 18 0"W x 18 0"H => 2.25 sf x 3 00'L = 6 8 cf 0 046 af 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) 4-1=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" for 100 Yr event Inflow = 9.27 cfs @ 12 07 hrs, Volume= 0 738 af Outflow = 6 70 cfs @ 12 14 hrs, Volume= 0 738 af, Atten= 28%, Lag= 4.2 min Primary = 6 70 cfs @ 12 14 hrs, Volume= 0 738 af 17007_Post_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af Plug-Flow detention time= 80 7 min calculated for 0 738 af(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 af StormTank 24 x 977 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0.202 af 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) AL1=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 af 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 af 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 af Plug-Flow detention time= 7 3 min calculated for 0 768 af(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 af StormTank 24 x 132 Inside= 18 0"W x 24 0"H => 2 89 sf x 3 00'L = 8 7 cf Outside= 18 0"W x 24 0"H => 3 00 sf x 3 00'L = 9 0 cf 0 027 af 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) AL1=Orifice/Grate (Orifice Controls 3 16 cfs @ 5 79 fps) 2=Orifice/Grate (Orifice Controls 3 30 cfs @ 4.20 fps) 17007_Post_Dev_PSDUP Type III 24-hr 100 Yr Rainfall=8 62" Prepared by Highpoint Engineering Printed 8/22/2017 HydroCAD® 10 00-13 s/n 08358 ©2014 HydroCAD Software Solutions LLC Pape 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 af 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 HiG-4P01.111 AND INFRASTRUCTURE ASSESSMENT Proposed Life Sciences Campus Expansion I Planned Development District (PD-2) Appendix C Fire Access Study Plan 15 -113311, 11303/1-1=111 I.: 133 I13.33N Z. a- J 3.3131-1 11313111 31 - V,_ 1 L= 311113/ 1131,3 ,t _ �.'J O 1 e - Q `a'2° y poo (dfla5d)NVld 3Sf GNY 1N3Wd0l3A3a 3115 A�1YNIWIl3�ld U a Q oC-' i lig' 2 p l Z-ad 1n1211S1a IN3Wd013A34 43NNV1d 3H1 2104 - _ w= Q ? LI— e i 1 r e, NOISNVdX3 SfldWVD S30N31DS 3311 43SOd021d = v2 E! ,, ,= o ' UIQ o 1111: y 11110 �o - w 11114 Y I E c 0 / a r , 111( I o /5-1 -----7" I--___7___n o in X111 = CDgz I z m 1 1 11 I 1 I j 1 It- „_„ II I1 Il III I ,, 1 1 I / r 1I I� 1 1 �IIr i, I II 1 w I a l — 1 iit w 1 — ! n —III � 1 i1 1 1 11 �lo., 111' 11, + _' -1I i I I "I' f - -_ -I L. -3 � I i I ,, I I II I I I I I I L II j ® Q^ 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) 1,124,483 sf(45,55 75 Hayden) 503,744 sf(65 Hayden) 503,744 sf(65 Hayden) 1,628,227 SF(Total) 1,628,227 SF(Total) Lot Frontage 1,343 feet(45,55 Hayden) 1,343 feet(45,55,75 Hayden) 748 feet(65 Hayden) 748 feet(65 Hayden) Front Yard Setback 123.8 feet(45,55,75 Hayden) 123 8 feet(45,55,75 Hayden) 188.6 feet(65 Hayden) 188.6 feet(65 Hayden) Side Yard Setback 416.8 feet(45,55 Hayden) 416 8 feet(45,55,75 Hayden) 152.3 feet(65 Hayden) 152.3 feet(65 Hayden) Rear Yard Setback 138.4 feet(45,55 Hayden) 138.4 feet(45,55 75 Hayden) 118.1 feet(65 Hayden) 118.1 feet(65 Hayden) Minimum Side and Rear Yard N/A N/A Facing Residential District Gross Floor Area 370,225±sf(Occupied Buildings) 596,669±sf(Occupied Buildings) 203,000±sf(Garages) 563,883±sf(Garages) 573,225±sf(Total) 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 HiGHPOINT Proposed Life Sciences Campus Expansion 45, 55 & 65 Hayden Avenue I Lexington, Massachusetts PARKING SUMMARY PARKING ALLOTMENT REQUIREMENTS ADDRESS REQUIRED RATE 2017 PD-2 GROSS 2017 PD-2 NET REQUIRED STALLS FLOOR AREA FLOOR AREA (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 DIMENSIONAL STANDARDS EXISTING (INCLUDING PROPOSED 2017 PD-2 DISTRICT APPROVED 2016 PARKING & SITE IMPROVEMENTS PLAN) Minimum Off-Street Parking 1,066 spaces 1,624 spaces Spaces (R&D— 1 500 sf) (R&D— 1 500 sf) (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 TRANSPORTATION CONSULTANTS, INC. Planners & Engineers 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 0 2017 by MDM Transportation Consultants,Inc All Rights Reserved CONTENTS EXECUTIVE SUMMARY 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 ii MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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 Unsignalized Intersection Capacity Analysis Results—Weekday Morning Peak Hour 13 Unsignalized 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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. MDM S\Projects\887 Lexington(King Street Properties)\Documents\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)1 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 STUDY AREA 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. MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 95th 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 5 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 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. 6 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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 ❑ Shuttle/Bus 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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. 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IP UN< ',�V��,"wI " „ " w 12WReosutte 2 Westbound afnf-rraammpp(Unsignalized)ua” �1d t� Trapel0 Roadw w SHayddeenn AAvveennuattrsections 41,4t110 11 ''l ( y r( „I µF l'''' +,.,1„,,,14 'rrf rpWµ wµlw �a w Wr "'a' 54HHaayyddennAAvveennuuee aattWSpariltnhgamdSatrnedet/BRriadutee S2trWeeBt)o(SIIµ wCEO � 6� n "„ wwM WALTHAPl � �µ ' )" 1W1�l ° a 7 spring Set Concord Ave '"wwwwwma W ll " a lw w ,Z95 y�Wl"� ✓ IHaydenden AvnueuRoute 2 Eastboee at Route 2StWreeesttb( nalized)d)Soiugnndalized) ..I framp(Unslgnallzed) Figure 1 ionund Ramps(Unslgnallze Site LocatScale Not SUTA ineersPlanners&EngTRANSPORTATION CON NTS,INC. 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. 9 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc I n1 O .1. CU . W .0 O CA 7/47' .� E 1Z CL 1.1 Pi 11 14. 6 '1W : h.. 0 . / L..L i CA 11 .L.f 1 r_, .. .. „ , p 1 1 11 . G nn i 1. r Jo 11 . ... > 1, 1,111 .1 ,,,, 1,,,,, < ,, . , .. , 1, , ,, ,,, .., ›. , 1 _ r. 1, _, ,,, 1 1. c'ii. II . , , 1, ,_ 1 1= 1. ...„,„,... 1,111, ,,,.., ---, ,, _1 _ .��, 1 1 1 1 1 1 1,'11I��I p l,i 1,., I r L .,1. i'N • I 1: U z H z I a t y 0.. ..I II "c II O w ip' U a z4 u 11 y H 5 H 0 L21 I c z o Q -05 U ti •M Q H ri a ° h a 1-0 ct U o �` z b, 01 Z a m O u U z k ct U V] D 6 1.3 STUDY AREA 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 Roadzvais 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 Traffic 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 Percent of Peak Flow Location Volume' Daily Traffic} Direction Hayden Avenue between the 45 and 55/65 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—55/65 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. 2 vpd=vehicles per day vph=vehicles per hour 1The percent of daily traffic that occurs during that time period. 5 EB=Eastbound,WB=Westbound 15 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc 2.2.2 Triv 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 Permitted Existing Projected 2009 Period/Direction Campus' Campus2 APSDUP3 Difference Weekday Morning Peak Hour 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 tor the Campus with 600±total employees(cull and part-time). 2Projected trips tor the site based on observed trip rates tor 600 employees applied to 1100 employees. 3Trips permitted tor 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc 2.2.2 Peak-Hour Traffic 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 85th 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' Mean2 Percentile3 Eastbound 40 42 47 Westbound 40 43 48 1 Prima Facie Speed Limit based on MGL Ch.90,Section 17 2Arithmetic mean 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 85th percentile travel speed is 47 mph traveling eastbound and 48 mph traveling westbound. 18 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc ig 7 -t eu Ta i.m. 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Bupds H 7 t r L9—t ‘) t 1* T` ice —t - & NN .0 01 CO ry ul L -- •-.- 0 7, Fi'73-1Q1 11 2r;e2 t \il Tv7;0-.o63l 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 4 INTERSECTION CRASH SUMMARY—2010 THROUGH 20141 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 Rate2 0 44 0.10 0.24 0.31 MHD Dist.4 Avg° 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 Day 12 0 4 14 'Source:MassDOT Accident Database -Crashes per million entering vehicles(MEV) 'District 4 Average Crash Rate 20 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 4 (Continued) INTERSECTION CRASH SUMMARY—2010 THROUGH 20141 INTERSECTION Hayden Ave Spring St Spring St Data Category at 55 Hayden Ave at Concord Ave at Route 2A Traffic Control Unsignalized Signalized Signalized Crash Rate2 0 07 0.34 0 43 MHD Dist.4 Avg° 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 Day 1 6 10 1Source:MassDOT Accident Database 2Crashes per million entering vehicles(MEV) 'District 4 Average Crash Rate 21 MDM S-\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc As summarized in Table 4. ❑ Hayden Avenue/Spring 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 Avenue/Route 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 Avenue/Hayden 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 Avenue/Route 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 Avenue/Waltham 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 Street/Concord 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 Street/Route 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. MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 85th 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. 24 policy on Geometric Design of Highzoays and Streets, American Association of State Highway and Transportation Officials (AASHTO),2011. 24 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 5 STOPPING SIGHT DISTANCE SUMMARY AASHTO Recommended SSD' Approach/ Available Regulatory 85th Percentile 85th Percentile Travel Stopping Travel Observed Travel Criteria Direction Sight Distance Speed2 Speeds Met 55/65 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 1Recommended sight distance based on AASHTO,A Policy on Geometric Design ot Highways and Streets.Based on driver height ot eye ot 3.5 Leet to object height ot 2.0 Leet. 2Regulatory speed=40 mph. 385th 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 85th 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 6 INTERSECTION SIGHT DISTANCE SUMMARY SITE DRIVE DEPARTURES TO HAYDEN AVENUE AASHTO Minimum' AASHTO Ideal1 Available Regulatory 85th Percentile Regulatory View Intersection Travel Observed Travel Travel Direction Sight Distance Speed2 Speed3 Speed2 55/65 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 ot Highways and Streets. Based on driver height ot eye ot 3.5 Leet and an object height ot 3.5 Leet and adjustments tor roadway grade it required. Minimum value as noted represents SSD per AASHTO guidance. 2Regulatory speed=40 mph. 3185th 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 Town's 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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 Develovment-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 project' 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. "Traffic Impact and Access Study 4ssisted Living Facility Lexington, Massachusetts, prepared by Ron Muller & Associates, dated December 13,2013. 2g MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 4Trattic Assessment,Brookhaven at Lexington Lexington Massachusetts,prepared by TEPP,LLC,dated December 23,2015 29 MDM S-\Projects\887 Lexington(King Street Properties)\Documents\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 FST Engineers. 30 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc Ilf) con con hCV Cl. .6 co •,-1 .* tA , "0 © •,-1 4) _1_1_1 41 41 41 ZZZ .4—1.179 4) 1 L i—90c l'Cf %•I ( lean il C% 499-11S well1leM ) '03N—t ) t r ) L we11412M : '- 6L1.1. —. 6171. LI,tr) I Ly 0 : 4 ,2 71. el ,_ e c% el cL, t—Les PI 4—6Z9 1 01) $: t I •,-1 $: L-1 )I, a, 0 e u-)0 o cr, C% —co 8Apa en Apes Cl. Cl. c LU 2 I— t 0) Cl) T C .OD 01 OD a) -9 Ty, c GApa an Apaisem a) 0 z al c 1 t , 0. 0 en-1 171' —' 03 to 'Li 0 GI, o z z ? 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GApa an Apaisem a, 0 z iil tZ 1t LL -- 0,,rs„ 'Li cD GI, DI Oz z I g c 0 DI n Di 2 Z 1 L g = o cf3' ----t. r--- Z •',, co st H u", 0,ct cn 1-7 t DI DI u-, C 22 0 0 U ,,,i :9 X 1t, '5,.., 103N—t cp LL C13 1-1 -G ,n — 'o'N's'• t_G4£ -, `-‘,' t—09G i., c—80c J 1 L/....r 91 .,) C .4— c) ,- pan © \ ,1/470 Bupds Hi c-, 99£ —. -DO,- 0/,CO £9g —. .S9 -r5 7, 0 Fi`73-IQ .- ',".---1 c-• M _....0---11 ; 121 -,-.. 5 goo 0 t-----'E. c,..., •,.... co -,6 \ii T3 m r•;' '-4 0 6 ..:', 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 (9t't 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 50%General Office/50%R&D 100%General Office Peak Hour/Direction (219,279 gsf)1 (219,279 gsf)2 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,9th Edition;2012. 1ITE LUC 710 regression trip rates tor 100,000 gst prorated out ot 496,669 gst and ITE LUC 760 trip rates applied to 100,000±st. -ITE LUC 710 regression trip rates tor 219,279 gst prorated out ot 596,669 gst. 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 ITE1 ITE Existing Period/Direction (377,390±sf)1 Campus2 Difference Weekday Morning Peak Hour. Entering 488 328 -160 Exiting 66 42 -24 Total 554 370 -184 Weekday Evening Peak Hour Entering 85 33 -52 Exiting 416 312 -104 Total 501 345 -156 Daily(24 Hour) 3,602 3,392 -210 'ITE LUC 710 trip rates applied to 377,390±gst of occupied space. 2Projected Campus trips tor the site based on observed trip rates tor 600 employees applied to 1,100 employees. 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 MDM S-\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc Comparison to 2009 APSDUP Permitted Trio 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' Existing2 Infill3 Expansion4 Total Difference 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 +2,537 'As outlined in the 2009 APSDUP tor the campus. 2Observed 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 tor the Campus. 4ITE LUC 710 regression trip rates based on 219,279 gst prorated out of 596,669 gst. 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc h O 14 O O O ox az ,� A d Ni C:2, a =Q 64 o wails lea-22uaeU3leM ) l �e� EileM 81'44 3 a;,s Alia;se2 c LU I a w 0 c .n N .) 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H CO I—J tj N J 1 z .-6 v ,5±0 —.5 2 < E 1711 i ,,,L4 'a .--- .." 0 .L1 Z-L . cf) . cn L, .i- , CD _) K) N j— '-" t.— Z F 1.... 4-- K J 1 L,_.,(— .__, J L —g ._ -...) - t , 1 r L—t `i t r ___t Bupds H cz ---. -5 H Z 7) P 2k- E; .0 Cn li 't6 _N•1 T3 • %, . R" --4 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 A A Intersection No-Build Build Volume % Weekday Morning Peak Hour 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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc 0 C.I) con cv 1-1 i-1 0 •,-, E .6 co •,-1 ,-1 .) 01) •il $: W. ..)41 41 41 ZZZ .4—1.179 = 4) 1 L i- ZCC l'O %•I 499-119 welilleM '03N-t ) t r ) L we11412M 6LLL -. 0 6 a, — E, Lo 71' el 5 el w ct Cl. g t-Les PI 4-L99 1 01) $: t I •il $: 0 0 0 e ,•")CO .-CT 8Apa en Apa1se3 Cl. Cl. 2L - 1t sl.N C U.1 .2 t CD Cl) T c rri Et a) 13 7c) gi Ty, C GApa an Apaisem a) 0 Z 41 9-t a, II en_1 c74'IN' I-Lu ‘av 0 Z Z I g E < U i:..L74 12 Z = 0 cii c) H <C -a z •FL° P :y., 0 X 1t u ,,. :6 . '5, 71 E i 6-t 0,CI tO- XS Z 0 ,o, < co '..G 0 Z.- NO, '- t—0 917 a,Tr CT N M N CT Cr) 7:, t—Kt, N0`," 1- ZLL J 7 7 t-L9L Z L. 4— 1 C 9CL J 1 L.,(-9CL _, „,) 1-MC pan © „ Bupds H '''' CT T1 Z69-0. ,•-)0 o 969-. r,a) 6O - '' ' 73 Fi 613-1Q1 S. \il tl ii ce m T3 r•;' '-4 c 6 ,:', 0 J.* •,I : : •il il n fa "C$ ..) •il I:1 _I_1_1 W. © 41 41 41 = Z Z Z 1-996 4) 1 L •Cf %•I 499-11S well1leM ..11 L. '03N—t 41 r r. ) j Wel-1412M : £92—. :,-,.6 04 — "Tr el E esi w =I cu cg; t—6LZ Pi cv 4—00Z Oil 1:1 •Il t 1:1 ry N o e W .--, , =I 0 0, N M BO 8Apa en Apa1se3 CL) £9l —t 1t N g LLJ .2 I— t cu .91 c N 7c1 N Ty) c GApa an Apaisem w c^ z 41 L4 en_1 96l -- CV* I-LIJ %IV ry 0 Z Z c") I g c NC' a (....) I'0 st ro 72 Z = . H ---i. f--- -,,c z •FL° p "0 e 0 .11 22 0 L-) ,,,i :6 X 1t m '5,..., 103N—t 0 I; 0 co £6Z C13 1-1 2 -6' 6 :-. '..G 0 tH 617L KJ n o to 0 N 1-9 t S 7 r',4 H Ogg Z 1. 4H Z tc J 1 L,...„(-9L 4) C .4—£L4 •',, o s , pan Bupds H , r r 9L 'T---` 60Z —t - o_ M N L —. .-•- 0 73 0 F i 613-11 c....' ,•- u: , '""---1. C-• M 1 2 1 5 3 00© Ii ce \ii T3 , > , t.1 m r•;' '-4 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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/cr Delay2 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 A 0.13 <5 A 0.26 7 A 45 Hayden Ave SB L&R Exit 0.05 16 C 0.12 23 C 0.20 33 D (Easterly Site Drive) Hayden Ave at Northbound L >1.0 >50 F >1.0 >50 F >1.0 >50 F Route 2 WB ott-ramp Hayden Ave at Eastbound LT >1.0 >50 F >1.0 >50 F >1.0 >50 F Waltham St Northbound 0 53 6 A 0.62 22 C 0.67 24 C 'Volume-to-capacity ratio -Average control delay per vehicle(in seconds) 'Level of service 36 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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/cl Delay2 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 A 0.01 <5 A 0.02 <5 A 45 Hayden Ave SB L&R Exit 0.22 14 B 0 43 19 C 0 54 21 C (Easterly Site Drive) Hayden Ave at Northbound L 0 36 16 C 0 46 17 C 0 54 21 C Route 2 WB ott-ramp Hayden Ave at Eastbound LT >1.0 >50 F >1.0 >50 F >1.0 >50 F Waltham St Northbound 0.23 <5 A 0.25 12 B 0.25 12 B 'Volume-to-capacity ratio -Average control delay per vehicle(in seconds) 'Level of service 37 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 14 SIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY MORNING PEAK HOUR 2017 Existing 2024 No-Build 2024 Build Intersection Approach v/cr Delay2 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 42 D 0.81 51 D 0.80 50 D Concord Ave Northbound 0.33 11 B 0 42 14 B 0 46 15 B Southbound 0.57 6 A 0/0 12 B 0/1 12 B Overall 0.57 10 A 0.81 16 B 0.80 16 B Spring St at Eastbound 0.78 29 C 0.81 33 C 0.85 36 D Marrett Road(Rte 2A) Westbound 0.82 20 B 0.87 26 C 0.87 28 C Northbound 0.62 37 D 0.69 44 D 0/2 48 D Overall 0.82 26 C 0.87 31 C 0.87 34 C 'Volume-to-capacity ratio -Average control delay per vehicle(in seconds) 'Level of service 38 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 15 SIGNALIZED INTERSECTION CAPACITY ANALYSIS RESULTS WEEKDAY EVENING PEAK HOUR 2017 Existing 2024 No-Build 2024 Build Intersection Approach v/cr Delay2 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 039 14 B 038 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 -Average control delay per vehicle(in seconds) 'Level of service 39 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc TABLE 16 PEAK PARKING RATES Parking Rate ITE1 Permitted Spaces2 Zoning Bylaws3 Vehicles per 1,000 gsf 2.84 2.82 2.4 Vehicles per Employee 0.83 n/a n/a lUnadjusted parking generation rate tor Suburban locations(average peak parking demand). 2The permitted parking supply ot 1,066 spaces with 377,390 gst ot permitted space. 'Based on the zoning-bylaws which are based on net floor area applied to gross square Leet. 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. ,Parking Generation,4th Edition;Institute ot Transportation Engineers,Washington,DC,2004. 42 MDM S-Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc i. � 7 5o = = w � a. as ,.. to 0 0) w cisto• tem _ x 2 > 40 a > ' �• m ® ® !A y t ii5 esi 01 a) I �... - pi et' z z I I I ~ C ea 8i Iv 1 I, I1 IIIII1l 1iI ' [". I I ,_..Iid II I 11 I .JAII 13d . , v ,� ivi 1I1 I kviv vLIVO IIILVVVVIV000v 0 AI 1 I T'T"n 1 y 1 1 i 1 1 11 1 11 f1 T 1 1 1 I d 1_ _a . ., 1:).[J__IHu 1 i Ill " 11 I I 3 -- .. .11 11 i.1UIOII P1GI111 vI 1PIIII _._ 9 Ivi iillo11l1I INio1H m iiiIIP1 II ; Ilvlll9lvl11111v1 ' 111 1\ , INi1''Ti iii , ITill I 1, , ; . 111 , 1100 11 , Iddi . o . 1 I f � L. A- �I Id II 1LIIItH II ,`1lo I IYIIIdd;'' III _ TT-n Tilitt - z I il 0r a I/ ~ v N I) Z n ow� u J W —C r. < • vy, :I . _. _. _. 'a I I I, I cO Z o II24 ..,_ H Q. p�p 2 ii _ - 11) It-- O Z o� k cJ ai CU R 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc M "0 CI) O A © ,I "0 I I Lo I hid 00.E :4 x F aPi ©JDI CV4D X LO .51 I wd oE:Z o F .yMIN in W I if; I Wd OO:Z 0 N L Q co I a T 1 wd OE 1, FQ o. co I a a) I Wd006 F c Y c6 N o I 1 NCI 0E.Z6 F w I hid 00•Z6 F OcoI ) inWV OE 14 F I in I NV 00.14 F 1Wd0E0I U F c H I LO NV 00.01. Z¢' F H t v cri I NV 0E•6 Z ora v F7Ell o " 1 WV00.6 L � — co O coco �0 0 0 0 0 0 0 0 c O O O O O O O%) Z J UN O O CO ICO I) d CO N H U (#) puewea BuPPed U ,--- -'z ti z O ASA i 5 0 q Ag-°° U b .A "'u , ' N v cu E;' N o6 !) :LI) te © N WdooZ CU O EA i• Cit rti ©_ , Wd OO:E me x •,� M I v WdOEZ E = -O a) NTA m 0 CO CO N- 0) o WdOE 4 LU U) va. ©u.) WdO0 4 _ Y (0 0 WdOEZ4 ✓ v a ✓ 1 v Wda0Z4 1 Lo 10 WV OE 44 c©1 N 4t LU Wd as 4 I. If) wd OC 01. u Z c H ; wd 00 01. H v r a)) Z INV OE6 0 w a z INV oay6 F F I I I I I I I O O O CJ C7 Cr © © C7 © © a) a Z © a) Q Q Q © © © © © © Z F O a) co N- CD In M. Co N (#) puewaO buNed H a �F C =v�0 S. =� 0 U bq a� v to0. N 26 3 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS02_Final.doc In y O A � ©JD 1,4 r _ . , c) Wwdd0000 o F W PI co 1 MN in WdOE : 1) N o cq U (9 a [ . nr N i N © Wd O L 0 A N a w a a Ln CD 0 u LU N © Wd00G c FY 10 N a CO Wd0CZ6 �n V v F 1 N- ) 1 v 1 v !Aid 00Z6 F 1 Lo N.cr 1 co C 1 Wb'OC 66 F 1 CS N 1 WH 00 I.I. _ F M co VW OE 01- C..5 Fcfi rin 1 N Ln H L'17) wd 00 0 F H ,r, y v Wd 0£'6 Z w v F u z , o ,t) 1 70 CO CO 1 7VW00 6 ¢ G H O I I I I I I I I I I I I I O s O 0 O 0 0 O O O o 0 0 0 0 0 0 0 0 0 c G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N- CO Lf) 'Kr M N r O CA CO r--- CO Nt CO N r Q -) E r r r r r r r r(#)PueWea 6upPed H a �F Fi 6130 ti z O 21 ASA .'":ti =000 U bq 0.00 vo0. � o6 N 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 95th 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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/c' Delay2 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 ott-ramp Westbound 0.00 <5 A 0.00 <5 A 0.66 19 B Northbound >1.0 >50 F >1.0 >50 F 0/5 12 B 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/a1 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 ott-ramp Westbound 0.00 <5 A 0.00 <5 A 0.25 7 A Northbound 0.46 17 C 0 54 21 C 038 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 0/2 16 B Overall n/a4 n/a n/a n/a4 n/a n/a 0.72 10 B 'Volume-to-capacity ratio -Average control delay per vehicle(in seconds) 'Level of service 4Not applicable 46 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\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 ❑ Shuttle/Bus 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 MDM S\Projects\887 Lexington(King Street Properties)\Documents\887 TIAS03_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 MDM S-Projects\887 Lexington(King Street Properties)\Documents\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 05/16/2017 Start Time 12:00 AM Site Code 887 Light Modium Heavy Total Channel I: 'Direction; ` dl .Direction; i I Direction J Directioi;� I'Diredton�I'«Direction-ll I'Dtrectioni��DirectiOn;:l I' Direction -Eesitiound' A, westbound' ,I I Eastboundl,Wesibbond I EesttioundIWo30ibun6l I.Eastboiund WoolbouMii 12:00 AM 0 7 0 7 12:15 AM 35 3 5 12:30 AM 0 0 0 0 12:45 AM0 3 0 3 1:00 AM0 3 0 4 1:15 AM 0 1 0 1 1:30 AM 1 0 1 0 1:45 AM 0 0 0 1 2:0D AM 0 2 1 2 2:15 AM 03 0 3 2:30 AM0 0 0 0 2:45 AM 1 0 1 0 3:00 AM 0 0 0 0 3:15 AM 0 2 0 2 3:30 AM 1 0 1 0 3:45 AM 0 3 0 3 4:00 AM 0 2 1 2 4:15 AM 1 0 1 0 4:30 AM 3 2 3 2 4:45 AM 3 3 1 3 4 5:00 AM 2 2 0 3 2 5:15 AM 6 6 1 7 9 5:30 AM 3 23 1 3 24 5:45 AM 11 15 1 11 19 6:00 AM 7 28 3 8 31 6:15 AM 20 26 2 20 28 6:30 AM 11 42 5 14 47 6:45 AM 36 66 2 40 69 7:00 AM 29 88 7 32 95 7:15 AM 29 124 6 30 130 7:30 AM 35 191 7 36 198 7'45 AM 37 212 3 1 40 216 8:00 AM 31 186 7 0 31 193 8:15 AM 37 179 10 1 38 190 8:30 AM 46 176 2 0 48 178 8:45 AM 47 173 7 1 50 181 9:00 AM 44 158 7 0 48 165 9:15 AM 31 103 5 1 32 109 9:30 AM 24 102 9 0 27 111 9:45 AM 19 90 5 1 22 96 10:00 AM 24 81 7 0 27 68 10:15 AM 22 59 2 0 26 61 10:30 AM 19 57 3 0 25 60 10:45 AM 23 55 7 0 24 62 11:00 AM 29 68 2 1 29 71 1115 AM 27 59 3 0 28 62 11:30 AM 37 68 3 0 38 71 11:45 AM 35 62 4 1 35 67 12:00 PM 30 56 2 0 33 58 12:15 PM 34 71 5 0 36 76 12:30 PM 28 82 3 1 29 86 12:45 PM 30 76 7 0 34 83 1:00 PM 29 86 4 0 29 90 1:15 PM 26 80 1 1 29 82 1:30 PM 34 61 4 35 65 1:45 PM 29 68 3 29 71 2:00 PM 26 69 8 26 77 2:15 PM 26 66 5 27 72 2:30 PM 37 68 4 39 72 2:45 PM 24 90 2 26 92 3:00 PM 40 113 2 41 117 3:15 PM 43 78 5 44 83 3:30 PM 31 79 3 32 82 3:45 PM 38 86 7 40 93 4:00 PM 40 95 2 41 97 4:15 PM 27 92 2 28 94 4:30 PM 43 99 4 44 103 4:45 PM 42 112 6 42 118 5:00 PM 71 97 3 73 100 5:15 PM 66 82 2 1 66 85 5:30 PM 64 84 3 85 87 5:45 PM 69 99 2 69 101 6:00 PM 45 78 5 45 83 6:15 PM 42 69 1 43 70 6:30 PM 21 53 4 21 57 6:45 PM 24 39 4 24 43 7:00 PM 15 53 1 1 15 55 7:15 PM 13 41 0 13 41 7:30 PM 13 44 0 13 44 7'45 PM 4 30 0 4 30 8:00 PM 13 34 0 13 34 8:15 PM 12 33 1 12 34 8:30 PM 11 30 0 11 30 8:45 PM 6 21 1 8 22 9:00 PM 2 33 0 3 33 9:15 PM 3 22 0 3 22 9:30 PM 7 21 D 7 21 9:45 PM 9 15 0 9 15 10:00 PM 6 24 1 6 25 10:15 PM 2 20 0 2 20 10:30 PM 3 16 0 3 16 10:45 PM 1 11 0 1 11 11:00 PM 2 11 1 2 12 11:15 PM 0 4 0 0 4 11:30 PM 1 5 0 1 5 11:45 PM 0 5 0 0 5 1918 5239 5 232 1 2001 5465 Study Marna 887 Driveway Allis Start Data 05116/2017 Start Time 12:00 AM Site Code 887 45 Hayden Avenue 55.65 Hayden Avenue Channel Direction Direction Direction Direction Direction Southbound Northbound Southbound Northbound 12:00 AM 0 0 0 0 12:15 AM 0 0 0 0 12:30 AM 0 0 0 0 12:45 AM 0 0 0 0 1:00 AM 0 0 1 1 1:15 AM 0 0 1 0 1:30 AM 0 0 0 0 1:45 AM 0 0 0 0 2:00 AM 0 0 0 0 2:15 AM 0 0 0 0 2:30 AM 0 0 0 0 2:45 AM 0 0 0 0 3:00 AM 0 0 0 0 3:15 AM 0 0 0 0 3:30 AM 0 00 0 3A5 AM 0 0 0 0 490 AM 0 0 0 0 4:15 AM 0 0 0 0 4:30 AM 0 0 0 0 4:45 AM 0 0 0 0 5:00 AM 0 0 0 1 5:15 AM 2 5 0 2 5:30 AM 0 2 1 12 SAS AM 0 5 0 21 6:00 AM 0 3 0 20 6:15 AM 0 8 2 4 6:30 AM2 6 0 6 6:45 AM 2 230 19 7:00 AM 3 21 2 12 7:15 AM 4 185 12 7:30AM 3 24 3 19 7;45 AM 7 20 3 21 890 AM1 22 1 13 8:15 AM 4 31 2 23 8:30 AM 4 29 4 2 8:45 AM 6 33 3 3 9:00AM 3 23 4 1 9:15 AM 6 16 2 2 9:30 AM 2 8 6 1 9A5 AM 6 14 4 1 1090 AM 4 5 8 10:15 AM 4 4 6 10:30 AM 4 4 3 10:45 AM 2 4 2 11:00 AM 5 6 4 11:15 AM 16 3 13 11:30 AM 6 5 5 11:45 AM 14 6 8 12:00 PM 9 9 12 1 12:35 PM 94 8 12:30PM 68 6 12:45 PM 3 10 5 0 190 PM 4 6 6 1:35 PM 6 6 7 1:30PM 5 7 4 1:45 PM 5 5 12 2:00PM 9 4 22 2:15 PM 9 4 22 2:30 PM 8 5 17 2:45 PM 8 4 10 3:00 PM 13 4 14 3:15 PM 11 6 14 330 PM 15 1 18 3:45 PM 171 13 4:00 PM 26 2 19 4:15 PM 19 2 18 4:30PM 29 2 26 4:45 PM 19 2 14 590 PM 27 4 22 5:15 PM 20 3 12 5:30 PM 12 3 17 5:45 PM 12 2 4 690 PM 13 1 5 6:15 PM 11 2 7 6:30PM 9 2 2 6:45 PM 6 0 4 7:00PM 2 0 8 7:15 PM I 1 1 7:30PM 3 2 1 7A5 PM2 0 0 890PM 3 1 1 815 PM 2 0 3 8:30PM 0 1 3 BAS PM0 0 0 990PM 2 0 0 9:15 PM 1 0 0 930 PM 0 0 1 9:45 PM 0 1 5 10:00 PM 0 0 0 10:15 PM 0 1 2 1030 PM 1 0 0 10:45 PM 0 0 0 1190 PM 0 0 0 11:15 PM 0 0 1 11:30 PM 0 0 0 11:45 PM 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 Eastern Site Driveway Hayden Avenue Hayden Avenue From North From East From West Start Time I Right I Left I Peds I App.Total Right I Thru I Peds I App.Total Thru I Left I Peds I App.Total I Int.Total I Peak Hour Analysis From 0700 AM to 11 45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07 45 AM 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 I 13 1 0 14 I 60 769 0 829 I 112 43 0 155 998 %App.Total 92.9 7 1 0 7.2 92.8 0 72.3 27 7 0 PHF I .650 .250 .000 .583 I .682 .924 000 .964 I 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 0 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 Eastern Site Driveway Out In Total 96 10 106 7 4 11 0 0 0 103 14 117 I I 10 0 0 3 1 0 0 0 0 I 131 11 0 Right Left Peds Peak Hour Data csom'-, g 0 rn 0 OMO to_ ` j _ C. N _Q d'N� I _. _ c4(3--s" = North �?d) (n y F.)• N C)0 u) J Peak Hour Begins at 07'45 AM "o o a rn a ,, =.1-.- C .- V) C4N00 `� f -i CD — _CO CO_7 a0i i-- Lights —c 2—,--.8,13 m-+w P, 3 0000 Mediums M _..,• ter, m — v Articulated Trucks _ a -1 8, , a m 0000 Co CD° a CA o i N-+J.,1— E 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 Eastern Site Driveway Hayden Avenue Hayden Avenue From North From East From West I Start Time I Right I_ Left I_ Peds i App.Total Right I Thru I Peds I App.Total Thru I Left I Peds I App.Total Int.Total Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 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 I .846 .684 000 800 I .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 %ArticulatedTrucks 0 0 0 0 0 0.3 0 0.3 0 0 0 0 0.1 Eastern Site Driveway Out In Total 5 90 95 5 6 11 0 0 0 10 96 106 1 I 1 42 48 0 2 4 0 0 0 0 1 441 521 0 Right Left Peds Peak Hour Data N N C') 0o CD 0 7N 00> .Z1 O N Ni,0 DU — 3 North — 0 0-+w = m m m 0 N� u.„„,o Peak Hour Begins at 04:30 PM o o m Q C N N 2 - _ CD N N.E- 0 Lights 4—?T Vwi m CO Oi 0 D ~ ni Mediums 2m-kwru -4-scow l0 �0 O 0000 V C ? v _ 73 Articulated Trucks a _ -i m O n- N0000 m mo w N-•w ,1-)OQ1— MDM 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 Groups Printed-Lights-Mediums-Articulated Trucks Eastern Site Driveway Hayden Avenue Hayden Avenue From North From East From West Start Time Right I Left 1 Peds I App.Total Right i Thru I Peds I App.Total I Thru I Left I Peds( App.Total I Int.Total i 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 I 41 630 0 671 98 43 0 141 828 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 08:45 AM 2 3 0 5 18 177 0 195 35 15 0 50 250 Total 10 3 0 13 71 738 0 809 119 44 0 163 985 04:00 PM 16 10 0 26 1 79 0 80 38 2 0 40 146 04.15 PM 9 10 0 19 1 80 0 81 23 2 0 25 125 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 Total 49 45 0 94 2 358 0 360 149 8 0 157 611 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 05:30 PM 5 7 0 12 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 1 94 80 0 174 108 2003 0 2111 601 87 0 688 2973 %Lights I 90.4 88.9 0 89.7 93.9 97 0 96.8 96.3 82.9 0 94 4 95.8 Mediums 1 10 10 0 20 7 60 0 67 I 23 18 0 41 128 %Mediums I 9.6 11 1 0 10.3 6.1 2.9 0 3.1 I 3.7 17 1 0 5.6 4 1 Articulated Trucks I 0 0 0 0 0 3 0 3 0 0 0 0 3 %Articulated Trucks 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 Western Site Driveway I Hayden Avenue Hayden Avenue From North From East From West I Start Time I Right I Left I Peds i App.Total I Right I Thru 1 Peds I App.Total Thru I Left I Peds I App.Total Int.Total I 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 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 %App.Total I 88.9 11 1 0 9 I 1.3 98.10 7 00 796 68.9 3 1146 66 0 212 1017 PHF I .667 .250 .000 750 I .625 .940 000 934 I .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 Western Site Driveway Out In Total 75 9 84 1 0 1 0 0 0 76 9 85 1 1 I 8 1 0 o o 0 o 0 0 I 81 11 0 Right Leff Peds Peak Hour Data ..V N O C o) O — — 0 I- � ,Nr0D w�' _ WT a — 3 North � — -voma _ a a o i 0 o N Peak Hour Begins at 07:30 AM o 0 0 o o. �rnoco m C N N- r r t_0 — 4P , W iJ ,1 W O,i m m i- Lights O C N 0.f 0)N O A '` 0 0 0 o Mediums 0 M 5 W col N rn — m Articulated Trucks — O. -1 Or- r- n. w o00o m up 9.. A W O o W NioN— 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 I Western Site Driveway Hayden Avenue Hayden Avenue From North From East From West Start Time I Right I Left I Peds I App.Total Right I Thru I Peds I App.Total Thru I Left I Peds I App.Total Int.Total I 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 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 App.Total I 64 10 0 86.5 13 5 0 74 I 0.7 99.3 0 404 215 2 5 00 9720 6988 PHF I .640 .625 000 712 I .375 .850 .000 .856 757 .625 000 775 I .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 Western Site Driveway Out In Total 6 74 80 2 0 2 0 0 0 8 74 82 I I I 64 10 0 0 0 0 0 0 0 1 641 10 01 Right Left Peds Peak Hour Data PCD OtD (D — 2 I-• MNO Nt_t ,w N n e — . North _ m ""^ m m 00).(-0 Peak Hour Begins at 04:30 PM o o ca a c N N Of-rul ` -I 3'A (a —A CJ— (1, N N 1- Lights f-20 ,-.c0a a«v 0 < CD m o 0 0 o y Mediums CD =....7,-, — 111 Articulated Trucks - _ O. -I O,:r v a. N0000 rn ma N N O N W N A W— 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 Groups Printed-Lights-Mediums-Articulated Trucks Western Site Driveway Hayden Avenue Hayden Avenue From North From East From West I Start Time I Right I Left I Peds 1 App.Total I Right' Thru I Peds I App.Total Thru I Left I Peds I App.Total Int.Total I 07:00 AM 1 1 0 2 3 92 0 95 30 9 0 39 136 0715 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 Total1 10 3 0 13 12 622 0 634 140 51 0 191 838 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 08:30 AM 3 1 0 4 4 180 0 184 47 18 0 65 253 08:45 AM 2 0 0 2 4 180 0 184 51 29 0 80 266 Total 8 1 0 91 11 742 0 7531 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 0 93 0 93 24 2 0 26 137 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 Total I 68 9 0 77 0 412 0 412 I 144 7 0 151 I 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 I 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 1 38 12 0 50 140 %Mediums 3 0 0 2.6 0 4 0 4 1 5.3 8.3 0 5.8 4 4 Articulated Trucks 0 0 0 0 0 4 0 4 1 0 0 1 1 5 Articulated Trucks 0 0 0 0 0 0.2 0 0.2 1 0.1 0 0 0.1 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 PRECISION site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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: Cars,Heavy Vehicles,and Buses(Combined) IHayden Avenue Route 2 WB Onramp Hayden Avenue East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 7:00 AM 48 25 0 73 0 0 0 0 7 48 0 55 128 7:15 AM 84 30 0 114 0 0 0 0 11 45 0 56 170 7:30 AM 145 56 0 201 0 0 0 0 4 49 0 53 254 7:45 AM 133 70 0 203 0 0 0 0 4 59 0 63 266 Total I 410 181 0 591 0 0 0 0 26 201 0 227 818 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 619 186 0 805 0 0 0 0 54 230 0 284 1089 Grand Total 1029 367 0 1396 0 0 0 0 80 431 0 511 1907 Approach% 73.7 26.3 0.0 0.0 0.0 0.0 15.7 84.3 0.0 Total% 54.0 19.2 0.0 73.2 0.0 0.0 0.0 0.0 4.2 22.6 0.0 26.8 Exiting leg Total 431 447 1029 1907 Cars 1004 346 0 1350 0 0 0 0 75 406 0 481 1831 %Cars 97.6 94.3 0.0 96.7 0.0 0.0 0.0 0.0 93.8 94.2 0.0 94.1 96.0 Exiting Leg Total 406 421 1004 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 5.0 3.0 0.0 3.3 2.4 Exiting Leg Total 13 25 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 1.3 2.8 0.0 2.5 1.6 Exiting Leg Total 12 1 17 30 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:00 AM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I 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 19.0 81.0 0.0 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 Cars 604 181 0 785 0 0 0 0 52 219 0 271 1056 Cars% 97.6 97.3 0.0 975 0.0 0.0 0.0 0.0 96.3 95.2 0.0 95.4 97.0 Heavy Vehicles 4 5 0 9 0 0 0 0 1 6 0 7 16 Heavy Vehicles% 0.6 2.7 0.0 1.1 0.0 0.0 0.0 0.0 1.9 2.6 0.0 2.5 15 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 0.0 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 11 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; MOM/M.Houle PRECISION Site Code: 887 DATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Ofrice:SOB-875-0100 Fax:508-875.0118 End Time: 9:00 AM Email:datarequests@pdillccom Class: Bicycles(on Roadway and Crosswalks) Hayden Avenue Route 2 WB Onramp Hayden Avenue I East South West IThu I len I U-Turn I CWS! I CW-nn I Torn' Nnh I ITU I U-Turn I N/-WE I CW t8 I TOW 066 I Thu I U-Turn I CW-In I CW-SB I TeW 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 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Total I 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 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 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 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 Exiting Leg Total 1 1 2 4 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:30 AM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West ixre I Inn I U-Turn I CW-]e I CW-n0 I Tai Inert I air I U-Turn I ON-WS I cW-te I Tont night I nun I u-Turn I CW-NO I CW-50 I Tend 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 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 0.000 0250 0.000 0.003 0.000 0.250 0500 Entering Leg 2 1 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 1 4 Exiting Leg 1 1 2 4 Total 4 1 3 8 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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 Emall:datarequests@pditccom Class: Pedestrians Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Mu I WIT I U-Turn I CW-St I CW.NB I Total NBM I lett I U-Tum I CW-WB I Curti I TOW BPM I Mu I U.lurn I CNi/B I CW-SB I Total 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 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 Approach% 0.o 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 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OD 0.0 0.0 0.0 00 00 00 Exiting Leg Total 0 0 0 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Thu I leN I U-Turn I ON-11 I OW-NO I Total I+BM I toh I U-Turn I CW.WB I CW-FB I TOW RIBM I Tin I UTuln I CW-NB I CW-SB I Total 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 0.0 0.0 0.0 0.0 0.0 04 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Exiting Leg 0 0 0 0 Total 0 0 0 0 Page 6 PDI File ti' 175673 B Location: 5:Route 2 WB Offramp Location: E:Hayden Avenue W-Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Office:508-675-0100 Fax:508.875.0118 End Time: 9:00 AM Email:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West mm I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I LI-Turn I Total Total 7:00 AM 56 0 1 57 53 41 0 94 0 17 0 17 168 7:15 AM 57 0 0 57 75 71 0 146 0 14 0 14 217 7:30 AM 100 0 0 100 117 133 0 250 0 23 0 23 373 7'45 AM 201 0 0 101 132 108 0 240 0 23 0 23 364 Total 314 0 1 315 377 353 0 730 0 77 0 77 1122 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 8:30 AM 110 0 0 110 69 119 0 188 0 21 0 21 319 8:45 AM 119 0 0 119 77 122 0 199 0 28 0 28 346 Total 428 0 0 428 382 517 0 899 0 87 0 87 1414 Grand Total 742 0 1 743 759 870 0 1629 0 164 0 164 2536 Approach% 99.9 0.0 0.1 46.6 53.4 0.0 0.0 100.0 0.0 Total% 29.3 0.0 0.0 29.3 29.9 34.3 0.0 64.2 0.0 6.5 0.0 6.5 Exiting Leg Total 924 0 1612 2536 Cars 720 0 1 721 741 844 0 1585 0 148 0 148 2454 %Urs 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 890 0 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 19 0 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 3.7 1.5 Exiting Leg Total 15 0 24 39 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:30 AM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Thru I lett I U-Turn I Total Right I Left I U-Tum I Total Right I Thru I U-Turn I 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 48.4 51.6 0.0 0.0 100.0 0.0 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 Urs% 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 3. 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 11 21 Total Exiting Leg 569 0 917 1486 Page 1 PD1 File#• 175673 B Location: 5:Route 2 WB Offramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Offce:508-875.0100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West lire I leh I U-Tum I CW.SB I CW-NB I Teal n rn I I,h I WTo,n I CWwe I CW-EB I Total MIM I no, I WTmn I CW-fa I CW-51 I Tout 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 2 0 0 0 0 2 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 0.0 0.0 0.0 0.0 04 0.0 0.0 0.0 Total% 100.0 0.0 0.0 0.0 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 0.0 Exiting Leg Total 0 0 3 3 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West 11. I left I t1-Turn I CW.511 I CW-NB I Tout Mpn I Leh I u-nwn I ow-we I CW-t11 I Tot NIM I lawn I u-Toon I CW4111 I CW.511 I 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 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 100.0 0.0 0.0 0.0 0.0 0o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PI-IF 0.250 0400 0.000 0.000 0.000 0.250 0.000 0000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 0.250 Entering Leg 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Exiting Leg 0 0 2 2 Total 2 0 2 4 Page 5 PD1 File#: 175673 B Location: 5:Route 2 WB Offramp Location: E:Hayden Avenue W:Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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: Pedestrians IHayden Avenue Route 2 WB Offramp Hayden Avenue East South West IVO I reh I U-Turn I CWS. I CW-rc1 I Tour NM I Leh I U.Tur I CW-WB I CW-OB I loud Right I Thru I U-Turn I CW.HB I CW-5B I Tout 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 I 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 Approach% 0.0 0.0 0.0 00 0.0 0.0 On 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 0.0 0.0 0.0 0.0 Exiting Leg Total 0 0 0 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Thu I let I U-Turn I CW-58 I CW-HB I Tow NSM I Leh I Uaum I CW-WB I O'/{B I Tout NBM I Thu I WTum I CW.h. I CW38 I 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 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.0M 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Exiting Leg 0 0 0 0 Total 0 0 0 0 Page 6 PDI File 8: 175673 C Location: N:Spring Street S.Spring Street Location: E:Hayden Avenue W Patriot Way City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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: Cars,Heavy Vehicles,and Buses(Combined) Spring Street Hayden Avenue Spring Street Patriot Way North East South West Right I Thru I Left I U-Tum I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Tum I Total Right I Thru I Left I U-Turn I Total Total 7:00 AM 21 96 16 0 133 6 11 31 0 48 46 26 29 0 101 9 2 2 0 13 295 7:15 AM 29 125 13 0 167 10 10 52 0 72 60 44 41 0 145 4 9 2 0 15 399 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 15 79 0 116 54 34 33 0 121 7 1 4 0 12 478 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 118 538 113 0 769 68 76 336 0 480 301 199 128 2 630 11 22 11 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 14.1 15.7 70.2 0.0 45.9 30.2 23.7 0.2 38.1 39.2 22.7 0.0 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 Exiting Leg Total 475 728 1735 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 97.2 95.8 98.9 100.0 97.2 94.6 78.9 63.6 0.0 81.4 96.7 Exiting Leg Total 445 698 1696 580 3419 Heavy Vehicles 0 10 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 14 21 15 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 16 9 24 15 64 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:30 AM Spring Street Hayden Avenue Spring Street Patriot Way North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I 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 15 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 13.9 15.9 70.2 0.0 47.7 29.0 23.3 0.0 40.4 31.9 27.7 0.0 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 Cars% 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 Heavy Vehicles% 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 1.2 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 105 647 96 0 848 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 PD1 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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: Bicycles(on Roadway and Crosswalks) Spring Street Hayden Avenue Spring Street Patriot Way North East 1 South West N6, I 1. I fah I 0-Turn I CW46 I[W.W.I Total NSM I Thru I telt I U4urn I CW4111 6 1 0w.Nh I Total NSM I Thu I let I U.TUm I CW-WI I CW4I I Total Net I Ituu I left I u.Tuin I CW./01I I CW.56 I Total Total 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 0 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 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 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 0 0 16 3 0 0 0 19 4 0 0 0 0 0 4 42 Approach% 26.3 73.7 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 84.2 15.8 0.0 0.0 0.0 100.0 0.0 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 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 Exiting Leg Total 16 0 18 8 42 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Spring Street Hayden Avenue Spring Street Patriot Way North East South West NSht I This I tot I ti-Turn I CW.51 I CW-WI I Total o In I ltw I telt I u.Tum I CW.Se I CW.Na I Total Nett I On I telt I U.Tum I CW-WI I CW-01 I Total NSM I Thu I lett 111-Turn I CW.x1 I CW-58 I total Total 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 0 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 0.0 0.0 81.3 18.8 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 PHF 0.375 0.563 0.000 0.000 0.000 0.000 0.6251 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0000 0.325 0.375 0.000 0.000 0.000 0.364 0.250 0.000 0.000 0.000 0.000 0.000 0.250 0,422 Entering Leg 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 Exiting Leg 13 0 8 6 27 Total 23 0 24 7 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 O(fice:508-875-0100 Fax:508.875-0118 End Time: 9:00 AM Email:datarequests@pdillccom Class: Pedestrians Spring Street Hayden Avenue Spring Street Patriot Way North East 1 South West No,I TMu I telt I U-Yuen I CW-tel CW41/81 Total 111‘14Cr4 I nau I tell I UWhat,I CW.56I CW.NB I Total Right I mm I LAI U-Tum I cW.W3I C04-1:11l Total M I fine I telt I u-Yuen I CW-N1 I CW.SB f 1 Toul Total 7:00 AM 0 0 00 1 0 1 0 0 0 0 0111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 1 7:15 AM 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 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 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 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 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 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 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 4 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 6 Grand Total 0 0 0 0 4 5 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2 5 14 Approach% 0.0 0.0 0.0 0.0 44.4 55.6 ILO 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60.0 40.0 Total% 0.0 0.0 0.0 0.0 26.6 35.7 64.3 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 0.0 0.0 21,4 14.3 35.7 Exiting Leg Total 9 0 0 5 14 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:15 AM Spring Street Hayden Avenue Spring Street Patriot Way North East South West N&„I Thu I tell I U-Tu, I Cw-t.I CW.Wi I Tow els i Two I telt I u-Nen I CW451 I CW.Ne I Taal N1ht I Ther I tilt I a-Turn I CW WB I d4ta I Taal eight I Thr I telt I U.Tu I CW.N,I L1,5111 Total Total 7:15 AM 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 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 0.0 0.0 0.0 0.0 50.0 50.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 60.0 40.0 PHF 0.000 0.000 0.000 0.000 0.250 0375 0.500 01:00 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 0.250 0.250 0.417 0.458 Entering Leg 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 Exiting Leg 6 0 0 5 11 Total 12 0 0 10 22 Page 6 PDI File 01- 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Ofce:508-875-0100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue I North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Total 7:00 AM 20 189 0 0 209 45 5 0 0 50 0 78 32 0 110 63 0 7 0 70 439 7:15 AM 18 183 0 0 201 57 3 0 0 60 0 102 38 0 140 87 0 5 0 92 493 7:30 AM 26 186 0 0 212 66 13 0 0 79 0 110 55 0 165 130 0 8 0 138 594 7-45 AM 24 227 0 0 251 36 9 0 0 45 0 106 70 0 176 149 0 4 0 153 625 Total I 88 785 0 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 68 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 82.8 17.2 0.0 0.0 0.0 64.6 35.4 0.0 96.0 0.0 3.8 0.2 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 18A Exiting Leg Total 1249 0 2735 725 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 1189 0 2650 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 13 0.0 6.1 0.0 2.0 2.4 Exiting Leg Total 35 0 54 22 111 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 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 25 0 31 3 59 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:00 AM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total 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 79.8 20.2 0.0 0.0 0.0 62.0 38.0 0.0 973 0.0 2.2 0.5 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 97.1 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 0 10 1 16 Total Exiting Leg 6251 0 1521 412 2558 Page 1 PD1 File#• 175673 D Location: N:Waltham Street S:Waltham Street Location: E:Route 2 WB Offramp W Hayden Avenue City,State: Lexington,MA Client: MOM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Office:508-075.0100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West No,I Thu I 1211 I..Turn I LW-.I CWWIti Total RiSM' Thu I let I u.Tu,n I CW.ss i CW.xa 1 TOW Niht I 11. 1 t.1 I U-Tum'CW.weI Cw.14 I Tot Pell I ihu I Lek I U.Tum I CWO11r I CW.S4 I Total 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 0 0 0 0 7:15 AM 0 5 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 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 0,0 0.0 0.0 0.0 0.0 100.0 0.0 103.0 0.0 0.0 0.o 00 0.0 0.0 0.0 0.0 0.0 0.0 Total% 11.1 33.3 0.0 0.0 0.0 0.0 44.4 0.0 0.0 0.0 0.0 0.0 11.1 11.1 0.0 44.4 0.0 0.0 0.0 0.0 44A 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 8 2 6 2 18 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7.15 AM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West 11111 I T. I lett I U-Tum i CW;B I CW.W4I Tow ROI i Thu i h71 I Wk.I CW.S6 I CW.xr 1 Tout Ned1h. I ten I u.1um I CW.W3 i CW.79 I Tout went I 17vu I Len I u.Tem I CW-1.11 I tW.S!I Total Total 7:15 AM 0 5 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 14.3 85.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.250 0300 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 0383 0.000 0.000 0.000 0.000 0383 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0500 Entering leg 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 Exiting Leg 7 2 6 1 16 Total 14 4 13 1 32 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 PRECISION Site Code: 887 D AT A Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 051ce:508-875-0100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequests@polilc.com Class: Pedestrians I Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West I Right I Tru I teh I it, I cwo I cw-weI WA Sight I Tru I teh I U.Turn I CW36I CW-K6 i Toe NIM I thee I Mt I U.Turn I CW.WiI CWi!I Total high,I Trh I lett I U.Tu,n I CW-ng I C.th I Tee 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 I 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 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 1 1 0 0 0 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 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Grand Total 0 0 0 0 0 0 0 0 0 0 0 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Approach% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 75.0 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.o 0.0 0.0 0.0 0.0 0.0 25.0 75.0 1000 0.0 0.0 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 4 0 0 4 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West NM I Tteu I I:h I U.Turn I CW.F.t I CW.W,I ree Sight I Tee I teh I U.Turn I CW36 I CWne I Taal Nghr I Mel Leh I U•Torn I CW-W.I CWi!I Total Right I Tou I tett I u.Tum I cu..I cW-SBI 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 66.7 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 0.000 0.000 0.003 0.000 0A00 0.000 0.000 0.250 0.500 0.750 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 0.750 Entering Leg 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 Exiting Leg 0 3 0 0 3 Total 0 6 0 0 6 Page 6 PDI File M- 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 ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Office:508-8750100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequesu@pdillccom Class: Cars,Heavy Vehicles,and Buses(Combined) Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 7:00 AM 51 69 0 120 20 13 0 33 49 52 0 101 254 7:15 AM 75 91 0 166 25 21 0 46 74 67 0 141 353 7:30 AM 89 98 0 187 44 28 0 72 80 60 0 140 399 7.45 AM 72 105 0 177 31 34 0 65 96 52 0 148 390 Total 287 363 0 650 120 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 52.8 47.2 0.0 55.3 44.7 0.0 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 Exiting Leg Total 748 1395 892 3035 Cars 646 765 0 1411 241 217 0 458 606 456 0 1062 2931 %Urs 96.4 98.6 0.0 97.6 97.2 97.7 0.0 97.4 97.9 91.2 0.0 94.9 96.6 Exiting Leg Total 697 1371 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 38 10 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 13 14 8 35 Peak Flour 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 Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I 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 50.4 49.6 0.0 54.3 45.7 0.0 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 Urs% 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 Cars 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 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: 5: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 TA Count Date: Wednesday,May 17,2017 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: Bicycles(on Roadway and Crosswalks) Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West Thu I LOS I U-Turn I CW-515 I cur-ou I Tout W5h I lett I U-Turn I 0' I CW-1.8 I Tutal 3541 I Thu I U-Trm I N'-H9 I CW-58 I Total 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 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 66.7 33.3 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 Total% 18.2 31.8 0.0 2.3 23 54.5 9.1 4.5 0.0 0.0 0.0 13.6 0.0 31.8 0.0 0.0 0.0 31.8 Exiting Leg Total 20 14 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 Two I tuft I U-Turn I CW-58 I CW-811 I Tow 185h I len I u-turn I CW-W8 I CW48 I Tow 3151. I mu I U-Turn I ON-n. I CW-s8 I Total 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 '33.3 50.0 0.0 6.3 8.3 80.0 20.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 PHF 0.500 0.750 0.000 0.250 0.250 0.600 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 4 6 0 1 1 12 4 1 0 0 0 5 0 13 0 0 0 13 30 Exiting Leg 19 6 5 30 Total 31 11 18 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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: Pedestrians Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West Th. I left I U-Torn I CWSB I 00.10 I Total rlrhl I left I 0-Tum I CW-WB I CW48 I TeW 41,11 I Thru I U.Turn I CW.l18 I CW-SB I Toul Total 7:00 AM 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 1 0 1 3 7:15 AM 0 0 0 0 1 1 0 0 0 1 0 1 0 0 0 0 0 0 2 7:30 AM 0 0 0 0 0 0 0 0 0 1 3 4 0 0 0 1 0 1 5 7:45 AM 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 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 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 0 0 0 4 8 12 0 0 0 1 4 5 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 76.5 0.0 0.0 0.0 30.0 70.0 0.0 0.0 0.0 50.0 50.0 Total% 0.0 0.0 0.0 12.9 41.9 54.8 0.0 0.0 0.0 9.7 22.6 32.3 0.0 0.0 0.0 6.5 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 I Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West I „~B I len I U.Tam I CW.se I CW..B I Tali 01118 I Yh I ,Turn I Cw-WB I CW48 I T0W 8,08 I Thrw I u.Tu,n I CW401 I CW.111 I Total 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 0.0 0.0 0.0 33.3 66.7 0.0 0.0 0.0 20.0 80.0 0.0 0.0 0.0 0.0 100.0 PHF 0.000 0.000 0.000 0.500 0.500 0.750 0.000 0.000 0.000 0.250 0.500 0.625 0.000 0.000 0.000 0.000 0.500 0.500 0.792 Entering Leg 0 0 0 4 8 12 0 0 0 1 4 5 0 0 0 0 2 2 19 Exiting Leg 12 5 2 19 Total 24 10 4 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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@pdillccom Class: Cars,Heavy Vehicles,and Buses(Combined) Spring Street Concord Avenue Spring Street Driveway North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I, Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Total 7:00 AM 0 111 25 0 136 56 0 24 0 80 20 47 0 0 67 0 0 0 0 0 283 7:15 AM 0 160 29 0 189 85 0 27 0 112 34 58 0 0 92 0 0 0 0 0 393 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 Total 0 671 187 0 858 277 0 131 0 408 111 205 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 70.0 0.0 30.0 0.0 34.1 65.9 0.0 0.0 100.0 0.0 0.0 0.0 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 Exiting Leg Total 1121 603 1655 0 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 1089 578 1625 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 2.9 2.5 0.0 0.0 2.7 0.0 0.0 0,0 0.0 0.0 1.5 Exiting Leg Total 26 10 14 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 1.3 0.0 0.0 0.0 0.0 0.0 1.1 Exiting Leg Total 6 15 16 0 37 Peak Flour Analysis from 07:00 AM to 09:00 AM begins at: 7:30 AM Spring Street Concord Avenue Spring Street Driveway North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Tum I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total 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 66.0 0.0 34.0 0.0 34.6 65.4 0.0 0.0 100.0 0.0 0.0 0.0 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 0.000 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 0.0 100.0 974 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% 0.0 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 0.0 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 0.8 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 Cars 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 0 1864 Page 1 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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@pdilc,com Class: Bicycles(on Roadway and Crosswalks) Spring Street Concord Avenue Spring Street Driveway North East South West Out'I Thu I loll I U.Tum I cw•18 I c,,W,I Total 0414 I Thu I Uta 10-Turn I CW.se l CWNB I Tool Right I Thru I Tota I U Ton I CW We I CW E8 I Total Ned Thou I 6Nt I 0-Turn I(W.68 I CW-58I Total Total 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 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 0 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 14 0 3 0 0 0 17 0 4 0 0 0 0 4 0 0 0 0 0 0 0 42 Approach% 0.0 65.7 14.3 0.0 0.0 0.0 924 0.0 17.6 0.0 0.0 0.0 0.0 100.0 0.0 0-0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total% 0.0 42.9 7.1 0.0 0.0 0.0 50.0 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 0.0 0.0 00 0.0 0.0 0.0 Exiting Leg Total 18 3 21 0 42 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Spring Street Concord Avenue Spring Street Driveway North East South West Meta I Thu I Loh 1O'Turn I CW-Ell I cw.WBI Total Nsl4 I Tleu 1 loft I U.tum I cwas l IW.Nu I Tidal MN I 11w I Loh I U-Ton I CW.Wu I CW.t8 I Total NM I Thru I left I U.Tum I CW.ND I CW.58 I Total Total 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 77.6 22.2 0.0 0.0 0.0 84.6 0.0 15.4 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.563 0.500 0,000 0,000 0.000 0.563 0.250 0,000 0.500 0.000 0.000 0.000 0.271 0.000 0.333 0.000 0.000 0.000 0,000 0.333 0.000 0.000 0.000 0-000 0.000 0.000 0.000 0.464 Entering Leg 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 Exiting Leg 15 2 9 0 26 Total 24 15 13 0 52 Page 5 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Office:508-875.0100 Fax:508.675-0118 End Time: 9:00 AM Email:datarequests@polllc.com Class: Pedestrians Spring Street Concord Avenue Spring Street Driveway I North East South West IrgM l Thu I len I u-Tom i Cc.tu I MAW! Told Fah I Thru I Left I U-Tem I CW-SB I CW-NO I kW Right I Thai I tell I u-Turn I Cw.wel CW4e I total eight I Thu I tenHum I Cw4t0I Cw4e I Total 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 0 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 0 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% o.o o.o 0.0 0.0 o.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 o.0 0.0 0.0 0,0 0,0 0.0 0.0 50.0 50.0 Total% co 0.0 0.0 0.0 00 0.0 0.0 0.0 no o.o 0.0 0.0 o.0 0.0 0.0 0.0 00 0.0 0,0 o.0 o.0 0.0 0.0 00 00 50.0 50.0 100.0 Exiting Leg Total 0 0 0 2 2 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM I Spring Street Concord Avenue Spring Street Driveway I North East South West Iwght I Thu I len I wrum I cw4c I Cw.wel Taal gide I Thea I tell I u.nrn I CW-se I Cw.xe I tout Right I mala I Leh I u-tum I[W-W51 CW-011 total rent I male I Left I uaer I cw.xe I cw.se I 10W 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 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 50.0 PHF 0.000 0.000 0.000 0.000 0.030 0,000 0,000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.250 0.250 0,250 Entering Leg 0 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 Exiting Leg 0 0 0 2 2 Total 0 0 0 4 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 PRECISION Site Code: 887 D AT A Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 OKce:508-875-0100 Fax:508-875-0118 End Time: 9:00 AM Email:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Route 2 EB Ramps Concord Avenue Concord Avenue North East West Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Thru I Left I U-Turn I Total Total 7:00 AM 67 1 0 68 1 19 0 20 16 31 0 47 135 7:15 AM 83 0 0 83 2 26 0 28 26 35 0 61 172 7:30 AM 59 4 0 63 0 36 0 36 46 27 0 73 172 745 AM 82 4 0 86 0 38 0 38 76 45 0 121 245 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 4.0 96.0 0.0 55.0 45.0 0.0 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 Exiting Leg Total 281 343 925 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 0.0 974 95.1 97.0 0.0 96.0 97.4 Exiting Leg Total 272 327 909 1508 Heavy Vehicles 9 0 0 9 0 1 0 1 4 2 0 6 16 %Heavy Vehicles 1.4 0.0 0.0 1.4 0.0 0.3 0.0 0.3 1.2 0.7 0.0 1.0 1.0 Exiting Leg Total 2 4 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 7 12 6 25 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Route 2 EB Ramps Concord Avenue Concord Avenue North East West Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Thru I Left I U-Turn I Total 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 Total Volume 332 9 0 341 7 188 0 195 199 139 0 338 874 %Approach Total 97 4 2.6 0.0 3.6 96.4 0.0 58.9 41.1 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 0.0 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 Entering Leg 332 9 0 341 7 188 0 195 199 139 0 338 874 Cars Exiting Leg 142 201 510 853 Heavy Exiting Leg 1 0 5 6 Buses Exiting Leg 3 7 5 15 Total Exiting Leg 146 208 520 874 Page 1 PDI File it• 175673 G Location: N:Route 2 EB Ramps Location: E:Concord Avenue W.Concord Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 7:00 AM 46 Morton Street,Framingham,MA 01702 Offce:508-875-0100 Fax:506-875-0118 End Time: 9:00 AM Email:datarequests@pdiliccom Class: Bicycles(on Roadway and Crosswalks) Route 2 EB Ramps Concord Avenue Concord Avenue North East West PI[M I UN I U-Tum I cm-Ea I CWWII I Tout Nght I Thu I U-torn I CW-511I CW-NI I Told Thu I left I U-Tum I CW-N6 I CW-SI I Teal Total 7:00 AM 0 0 0 0 0 0 0 13 00 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 7:30 AM 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 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% o.o o.o o.o 0.0 0.0 0.0 woo 0.0 0.0 0.o tom 0.0 0.0 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 72.7 0.0 0.0 0.0 72.7 27.3 0.0 0.0 0.0 0.0 27.3 Exiting Leg Total 0 6 16 22 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Route 2 EB Ramps Concord Avenue Concord Avenue North East West No, I WI I u-Torn I tW.[e I CW-WI I Iota wet I Zhu I U-Torn I CW-SB I OW-NB I Tom II. I left I WTurn I [wan I CW-se I Tow Total 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 7:30 AM 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 o.o o.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 moo 0.0 0.0 0.0 0.0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.003 0.288 0.003 0.003 0.000 0.285 0.503 0.000 0.000 0.000 0.000 0.500 0.327 Entering Leg 0 0 0 0 0 0 0 15 0 0 0 15 2 0 0 0 0 2 17 Exiting Leg 0 2 15 17 Total 0 17 17 34 Page 5 PDI File tt• 175673 G Location: N:Route 2 EB Ramps Location: E:Concord Avenue W Concord Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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:clatarequests@pdillc.com Class: Pedestrians Route 2 EB Ramps Concord Avenue Concord Avenue North East West NO I tett I U-Torn I CW-r8 I CW-W11 I ra,J NAt I T. I U-Turn I CW-Si I CW.NB I Tow T. I len I U-Turn I MOB I CW-sa I loin 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 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 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 0.0 Total% o.o o.o o.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 0.0 0.0 Exiting Leg Total 0 0 0 0 Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:00 AM Route 2 EB Ramps Concord Avenue Concord Avenue North East West airhl I ten I U-TWn I CW-to I CW-WB I Tout Naht I 1. I U-Torn I CW-SB I CW-OS I TOW 1. I Ton I U-Torn I NMI I LW611 I now 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.o 0.0 0.0 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Exiting Leg 0 0 0 0 Total 0 0 0 0 Page 6 PDI File tt• 175673 A Location: 5:Route 2 WB Onramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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 Emaitdatarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) IHayden Avenue Route 2 WB Onramp Hayden Avenue I East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 4:00 PM 64 56 0 120 0 0 0 0 34 51 0 85 205 4:15 PM 63 44 0 107 0 0 0 0 48 34 0 82 189 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 Total I 288 177 0 465 0 0 0 0 197 191 0 388 853 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 0.0 0.0 0.0 45.2 54.8 0.0 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 Exiting Leg Total 470 735 607 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 444 725 587 1756 Heavy Vehicles 8 7 0 15 0 0 0 0 2 6 0 8 23 %Heavy Vehicles 1.3 2.0 0.0 1.6 0.0 0.0 0.0 0.0 0.5 1.3 0.0 0.9 1.3 Exiting Leg Total 6 9 8 23 Buses 12 1 0 13 0 0 0 0 0 20 0 20 33 %Buses 2.0 0.3 0.0 1A 0.0 0.0 0.0 0.0 0.0 4.3 0.0 2.3 1.8 Exiting Leg Total 20 1 12 33 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I 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 48.5 51.5 0.0 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 OA 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 238 397 315 950 Heavy Exiting Leg 3 3 7 13 Buses Exiting Leg 9 1 10 20 Total Exiting Leg 250 401 332 983 Page 1 PDI File# 175673 A Location: S:Route 2 WB Onramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: mom/m.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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:datarequests@pdilic.com Class: Bicycles(on Roadway and Crosswalks) Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Trull I len I U.Tu,n I CWStr I CW-NB I Tour NCM I len I U-Turn I CW-w, I MB I Total Nen I Thv I U-T,,,, I CW-rix I CW-te I Taal 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 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 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 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 0.0 100.0 0.0 0.0 0.0 100.0 Exiting Leg Total 1 0 0 1 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4-45 PM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West Them I len I U-Turn I CWSB I Cw-UB I Total Nen I Un I IT-Turn I CW-We I CW-SB I TaUI Men I T. I USurn I CW-NB I CW.SB I Total 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 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 0.0 0.0 PHF 0,00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.250 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Exiting Leg 1 0 0 1 Total 1 0 1 2 Page 5 PDI File#• 175673 A Location: 5:Route 2 WB Onramp Location: E:Hayden Avenue W-Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D AT A Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 Office:508-8750100 Fax:508-875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Pedestrians Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West TNv I WI I U.TYm I GW-58 I OW.NH I Tool Net I let I ll-Tum I ON-YIN I 00-fl I 1eo1 Alert I 11. I U-Tum I cW-NB I cW-SB I Total 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 o 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 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 0.0 0.0 0,0 0.0 0.0 0.0 O.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 0.0 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0 1 0 1 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4.45 PM Hayden Avenue Route 2 WB Onramp Hayden Avenue East South West TNu I NI, I U.TY. I 0W-58 I CW.NI I Tool Nek I L. I U-Tom I CW-WB I CW-re I Tool Met I Thv I 11-Teen I [WNn I CW-SI I Total 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 0,0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.020 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.O00 0.000 0.000 0.000 0.250 Entering Leg 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Exiting Leg 0 1 0 1 Total 0 2 0 2 Page 6 PDI File#• 175673 B Location: 5:Route 2 WB Offramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Thru I Left I U-Turn I Total Right I Left I LI-Turn I Total Right I Thru I U-Turn I Total Total 4:00 PM 50 0 0 50 34 29 0 63 0 75 0 75 188 4:15 PM 48 0 0 48 52 33 0 85 0 59 0 59 192 4:30 PM 42 0 0 42 67 31 0 98 0 73 0 73 213 4.45 PM 45 0 0 45 77 36 0 113 0 90 0 90 248 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% 99.7 0.0 0.3 61.8 38.2 0.0 0.0 100.0 0.0 Total% 21.4 0.0 0.1 21.4 26.4 16.3 0.0 42.7 0.0 35.8 0.0 35.8 Exiting Leg Total 1144 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 97.5 943 0.0 96.3 0.0 97 4 0.0 97.4 97.1 Exiting Leg Total 1115 0 669 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 13 0 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 16 0 15 31 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 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 1.03 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 59.9 40.1 0.0 0.0 100.0 0.0 PHF 0.732 0.000 0.250 0.726 0.862 0.910 0.000 0.903 0.000 0.820 0.000 0.820 0.973 Cars 205 0 1 206 249 162 0 411 0 352 0 352 969 Cars% 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 10 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 0.0 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 8 17 Total Exiting Leg 617 0 379 996 Page 1 PD1 File#' 175673 B Location: 5:Route 2 WB Offramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) IHayden Avenue Route 2 WB Offramp Hayden Avenue I East South West TNu I let I U.Tum I CW-SB I CW.HB I Tout MINI Ceh I U-Tum I CW.WB I CN.tB I Total *31* I TNu I U-Tom I CW.NB I CW-SB I Teal Total 4:00 PM 00 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 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 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 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% 100.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 300.0 0.0 0.0 0.0 Total% 33.3 0.0 0.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 0,0 0.0 0.0 66.7 Exiting Leg Total 2 0 1 3 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West 1hr, 1 Leh I U•Tu,n I CW'TB I CW-NB I Total W. I 4h I U-Tem I CW-WB I CW.LS I Teal C,t¢ I TNu I Mum I CW-NB I CW-TB I Tout 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 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 %Approach Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0,0 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 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0,250 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 Exiting Leg 1 0 0 1 Total 1 0 1 2 Page 5 PDI File 4- 175673 B Location: S:Route 2 WB Offramp Location: E:Hayden Avenue W Hayden Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 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:datarequests@pdillc.com Class: Pedestrians Hayden Avenue Route 2 WB Offramp Hayden Avenue East South 1 West Th,,, I len I u-Tu,n I CW.ee I CW.xe I Saul RightI lett I Uaum I CW.We I CW.EB I law POI I 00 I U.Tum I CW NS I CW4e I Total Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 01 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 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 0.0 0.o 0,0 0,0 0.0 0.0 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 0.0 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 Exiting Leg Total 0 1 0 1 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Hayden Avenue Route 2 WB Offramp Hayden Avenue East South West TMu I un I U-Tu I CW411 I (V/.HB I Soul Right I left I U4a,n I CW.We I CW-11 I Total eight I Tbu I U'TL,n I CW.ae I CW40 I Saul 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 0.0 0.0 0.0 0.0 0.0 woo o.o o.0 0.0 0.0 0.o 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 0.030 0.000 0.000 0.000 0.000 0.000 0,250 Entering Leg 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 1 Exiting Leg 0 1 0 1 Total 0 2 0 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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:datarequests@pdiilccom Class: Cars,Heavy Vehicles,and Buses(Combined) Spring Street Hayden Avenue Spring Street Patriot Way North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Leh I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Total 4:00 PM 2 54 9 0 65 35 6 32 0 73 32 150 2 0 184 38 30 31 0 99 421 4:15 PM 3 47 8 0 58 34 3 34 0 71 20 137 4 0 161 44 32 26 0 102 392 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 Total 6 245 43 0 294 154 28 152 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 44.2 6.9 48.9 0.0 19.8 78.0 2.2 0.0 41.0 33.1 25.9 0.0 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 Exiting Leg Total 1475 597 1239 94 3405 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 96.0 0.0 98.8 98.7 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 1446 586 1222 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 4 10 11 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 25 1 6 12 44 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Spring Street Hayden Avenue Spring Street Patriot Way North East South West Right I Thru I Left I U-Tum I Total Right I Thru I Left I U-Turn I Total Right I Thru I Leh I U-Turn I Total Right I Thru I Left I U-Turn I Total 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 42.1 7.1 50.7 0.0 18.9 78.7 2.4 0.0 42.2 33.8 24.0 0.0 PHF 0.583 0.831 0.670 0.000 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 Urs% 100.0 99.4 94.0 0.0 98.6 98.2 82.8 94.2 0.0 95i 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 8 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 3.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 8.0 0.0 1.9 1.2 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 51 1811 Page 1 PD1 File IV 175673 C Location: N:Spring Street 5:Spring Street Location: E:Hayden Avenue W Patriot Way City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Fra mingham,MA 01702 Office:508-875.0100 Fax:508.875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) Spring Street Hayden Avenue Spring Street Patriot Way North East South West eight I Tau I Leh I U.Turn I CW.LB I CW-WB I Total Mahe I Tluu I teltI U.Tum l CW.SB I CW NB I Tad Bight I Tho I Leh I U W -turn I CW.WBI CW{B I IoWQu' TI,.., l Leh I(pit.'CW.I CW SBI Twil Total 4:00 PM 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0111 2 2 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 Total 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 0 0 0 0 0 0 0 1 20 0 0 0 0 21 1 0 5 0 0 1 7 37 Approach% ao 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 95.2 0,0 0.0 0.0 0.0 14.3 0.0 71.4 0.0 0.0 14.3 Total% 0.0 24.3 0.0 0.0 0.0 0.0 24.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 54.1 0.0 0.0 0,0 0.0 56.8 2.7 0.0 13.5 0.0 0.0 2.7 18.9 Exiting Leg Total 25 1 10 1 37 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Spring Street Hayden Avenue Spring Street Patriot Way North East South West Niht I Thu I IA I U.Tum I CW{a I TW.WBI Total 011(1,I TMu I Leh I 1.1-Tion I CW-501 I CW-n l Tout 01yht I Thru I Leh I U{uln I CWWBI CW{B I Tote 4111 I Thru I telt I U-lwn I CW-NB I CW-SBI Total 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 00 0.0 0,0 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 0000 0.000 0.000 0.000 0.613 0.000 0.000 0.003 0.000 0,813 0.250 0.000 0.500 0.000 0.000 0.250 0.333 0.688 Entering Leg 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 Exiting Leg 15 0 6 1 22 Total 20 0 19 5 44 Page 5 PDI File 4• 175673 C Location: N:Spring Street S:Spring Street Location: E:Hayden Avenue W:Patriot Way City,State: Lexington,MA Client: MOM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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:datarequests@polllc.com Class: Pedestrians Spring Street Hayden Avenue Spring Street Patriot Way North East South West NOI n„ I lelt I u•Turn I CW4B I Cw 1 low Neu I Thr, I lett I u.um I Cw38 I Cw.m I letal Nett I It,,,, I LII, l u4um I CW-Wil I 044h I Thiel NIA I Boo I left I U-l.m I cw-x0.I cw.50 I Told 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 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 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 0 0 0 0 0 1 0 1 1 Approach% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 02 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 100.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0A 0.0 O.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 Exiting Leg Total 0 0 0 1 1 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Spring Street Hayden Avenue Spring Street Patriot Way North East South West fthd 11.I lett I u.Turn I CW411I CW-wo I Tor., Ped I Thru I IAP I e.Tum I cw.16 I Cw.XP I low NPh,I Thr, I Ln I u.Turn I cw.w°I cw.tn I lbw Need I V. I len I,.,,m I Cw-xe I cw.se I Tete, 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 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 0 1 1 %Approach To1al 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0,0 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0000 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 0200 0.000 0.250 0.030 0250 0.250 Entering Leg 0 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 Exiting Leg 0 0 0 1 1 Total 0 0 0 2 2 Page 6 PDI File 4- 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 OHice:508-875.0100 Fax:508-875-0118 End Time: 6:00 PM Email:datarequests@polllc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue 1 North East South West I Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Tum' Total Right ' Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Total f 4:00 PM 11 155 0 0 166 81 6 0 0 87 0 158 33 0 191 81 0 24 0 105 549 4:15 PM 14 162 0 0 176 67 7 0 0 74 0 141 26 0 167 101 0 10 0 111 528 4:30 PM 8 183 0 0 191 69 2 0 0 71 0 159 31 0 190 115 0 20 1 136 588 4:45 PM 12 190 0 0 202 68 4 0 0 72 0 108 28 0 136 147 0 21 0 168 578 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 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 45 829 0 0 874 325 12 3 0 340 0 589 148 1 738 518 0 100 0 618 2570 Grand Total 90 1519 0 0 1609 610 31 3 0 644 0 1155 266 1 1422 962 0 175 1 1138 4813 Approach% 5.6 94.4 0.0 0.0 94.7 4.8 0.5 0.0 0.0 81.2 18.7 0.1 84.5 0.0 15.4 0.1 Total% 1.9 31.6 0.0 0.0 33.4 12.7 0.6 0.1 0.0 13.4 0.0 24.0 5.5 0.0 29.5 20.0 0.0 3.6 0.0 23.6 Exiting Leg Total 1940 0 2485 388 4813 Cars 86 1504 0 0 1590 603 31 3 0 637 0 1142 265 1 1408 939 0 173 1 1113 4748 %Cars 95.6 99.0 0.0 0.0 98.8 98.9 100.0 100.0 0.0 98.9 0.0 98.9 99.6 100.0 99.0 97.6 0.0 98.9 100.0 97.8 98.6 Exiting Leg Total 1918 0 2447 383 4748 Heavy Vehicles 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 19 0 18 5 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 3 0 20 0 23 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 Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thor I Left I U-Turn I Total Right I Thru I Left I U-Turn I 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 95.6 3.5 0.9 0.0 0.0 79.8 20.1 0.1 83.8 0.0 16.2 0.0 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 Cars 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 1014i 0 1351 205 2570 Page 1 PDI File if: 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton 5treetFramingham,MA 01702 OKce:5013-875.0100 Fax:508.875-0118 End Time: 6:00 PM Email:datarequests@polllc.com Class: Bicycles(on Roadway and Crosswalks) Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West Right I Thu I left 10.Tutn I CW.EB I CW.WBI TRIaI RICK I Tho I left I U.Tvrn I CWSR I CW.nJ I Total Right I Thu I lett I U.Turn I CW-W11I CW413 I Toul RIgM I Thv I left 10Tum I CWJ1B I CW-511 I Total Total 4:00 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 4:15 PM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 2 4:30 PM 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 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 Total 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 4 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 0 0 3 Total 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 Grand Total 1 8 0 0 0 0 9 0 1 0 0 0 0 1 0 4 0 0 0 0 4 1 0 0 0 0 0 1 15 Approach% 11.1 86.9 0.0 0.0 0.0 0.0 0.0 100.0 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 Total% 6.7 53.3 0.0 0.0 0.0 0.0 60.0 0.0 6,7 0.0 0.0 0.0 0.0 6.7 0.0 26.7 0.0 0.0 0.0 0.0 26.7 6.7 0.0 0.0 0.0 0.0 0.0 6.7 Exiting Leg Total 4 0 9 2 15 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 Right I Thu I left I 11-Turn I CW.ER I CW41I Tela) WTI I Thry I left I u.Tutn I CW-55 I CW.ea I Tow Wht I Tho I LEVI I u•rvrn I[WWII I Mil I Total Fight I Tru I left I U-Turn I CW-e5 I CWSR I Total 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 85.7 0.0 0.0 0.0 0.0 0.0 100,0 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 0.250 0.000 0.500 0.000 0.000 0.000 0.070 0.5001 0.250 0.000 0.000 0.000 0.000 0.000 0250 0.550 Entering Leg 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 Exiting Leg 2 0 7 2 11 Total 9 1 9 3 22 Page 5 PDI File q- 175673 D Location: N:Waltham Street S:Waltham Street Location: E:Route 2 WB Offramp W'Hayden Avenue City,State: Lexington,MA Client: mom/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 Office:508-875.0100 Fax:508.875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Pedestrians Waltham Street Route 2 WB Offramp Waltham Street Hayden Avenue North East South West 901 I lbw I len I U.Turn I CWiB I CW.WB I Tout Right I 1000' left I u.Tum I CW.SB I CW.NB I Total NO(I Roo I left I LLTum I CWWBI CN.(B I Tout NIM I Thro I len I U.Tum I CW.NB I CW.s6I TOW 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 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 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 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 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 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 0.0 0.0 0.0 0.0 57.1 42.9 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 12.5 0.0 12.5 0.0 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 8 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 Poahl I It. I left I U.Turn I CWEB I CW.WBI Toni 8,410 I T. I left I o.Tom I CW,SB I CW.NB I Tout eight I T to I lett 10.1u I CW-WeI CW.00 I Total NO*I Too I lett I u.Torn I[WJIA I eW-SBI lout 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 Total Volume 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 0,0 moo 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 00 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 0.417 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.003 0000 0.000 0.000 0.000 0.000 0.500 Entering Leg 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 Exiting Leg 1 5 0 0 6 Total 2 10 0 0 12 Page 6 PDI File 4- 175673 E Location: 5: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 ATA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 Office:508-875-0100 Fax:5084175-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 4:00 PM 55 21 0 76 94 90 0 184 35 71 0 106 366 4:15 PM 43 20 0 63 115 73 0 188 25 74 0 99 350 4:30 PM 59 34 0 93 91 62 0 153 37 91 0 128 374 4.45 PM 50 33 0 83 96 67 0 163 39 87 0 126 372 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 55.5 44.5 0.0 36.3 63.7 0.0 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 Exiting Leg Total 1356 612 1001 2969 Cars 428 241 0 669 710 559 0 1269 366 633 0 999 2937 %Cars 99.1 98.8 0.0 99.0 99.9 98.2 0.0 99.1 99.5 98.1 0.0 98.6 98.9 Exiting Leg Total 1343 607 987 2937 Heavy Vehicles 1 1 0 2 1 4 0 5 2 8 0 10 17 %Heavy Vehicles 0.2 0.4 0.0 0.3 0.1 0.7 0.0 0.4 0.5 1.2 0.0 1.0 0.6 Exiting Leg Total 9 3 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 4 2 9 15 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West Thru I Left I U-Turn I Total Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Total 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 Volume 225 136 0 361 315 277 0 592 232 322 0 554 1507 %Approach Total 62.3 37.7 0.0 53.2 46.8 0.0 41.9 58.1 0.0 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 99.0 99.6 97.5 0.0 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 14 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 4- 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 TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 Of ice:508-875.0100 Fax:508-875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West T u I Ith I U-Turn I CW SB I CW-NB I TtW Poet I telt I U-Turn I CW.WB I CW-EB I Total Right I lino I U-Turn I CWNB I CW-1B I Total 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 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 1 1 0 0 1 3 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% 54.5 27.3 0.0 0.0 18.2 91.7 0.0 00 0.0 8.3 12.5 875 0.0 0,0 0.0 Total% 19.4 9.7 0.0 0.0 6.5 35.5 35.5 0.0 0.0 0.0 3.2 38.7 3.2 22.6 0.0 0.0 0.0 25.8 Exiting Leg Total 20 5 6 31 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM I Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) I East South West ITNu I tuft I U-Turn I CW411 I CW.NB I Total NIA I Leh I U-Turn I CWAVB I C1W@ I Tot Right I TTuu I U-Turn I CWe18 I 0.50 I Total Total 1 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 33.3 0.0 0.0 33.3 100.0 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 0.000 0,250 0.375 0.563 0.000 0.000 0.000 0,000 0,563 0.000 0.000 0.000 0.000 0.000 0.0001 0.500 Entering Leg 1 1 0 0 1 3 9 0 0 0 0 9 0 0 0 0 0 0 12 Exiting Leg 10 1 1 12 Total 13 10 1 24 Page 5 PDI File tt• 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 AT A Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 Office:508.875-0100 Fax:506-875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Pedestrians Marrett Road(Route 2A) Spring Street Marrett Road(Route 2A) East South West lbw I lex I U-Turn I CW-58 I CW-HI I TOW NIS* I tot I UlmI CW.WB I CW-LB I Total slits I TSeu I U•Turn I CWHB I tW.SB I Tool Total 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 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% o.o o.0 0.0 63.3 16.7 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 Total% 0.0 0.0 0.0 50.0 10.0 60,0 0.0 0.0 0.0 0.0 20.0 200 0.0 0.0 0.0 OA 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 Mu I Lek I U-Tum I CW611 I OMNI I Total NIN I UN I U-To I LW-WB I LW-El I Total BKS* I Mu I 1.1-Thin I LWHB I CVI31 I Tell Total 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 0.0 0.0 0.0 toot) 0.0 0.0 0.0 0.0 0.0 moo 0.0 0.0 0.0 0.0 100.0 PHF 0A00 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.600 0.000 0.250 0.250 0.417 Entering Leg 0 0 0 3 0 3 0 0 0 0 1 1 0 0 0 0 1 1 5 Exiting Leg 3 1 1 5 Total 6 2 2 10 Page 6 PDI File 4: 175673 F Location: N:Spring Street 5:Spring Street Location: E:Concord Avenue W Driveway City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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:datarequests@pdillc.com Class: Cars,Heavy Vehicles,and Buses(Combined) Spring Street Concord Avenue Spring Street Driveway North East South West Right I Thru I Left I U-Tum I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Total 4:00 PM 0 87 35 0 122 42 0 43 1 86 71 133 0 0 204 0 1 0 0 1 413 4:15 PM 0 95 38 0 133 39 0 72 0 111 63 122 0 0 185 0 0 0 0 0 429 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 Total 0 411 163 0 574 173 0 206 1 380 316 491 0 0 807 1 2 0 0 3 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 47.1 0.0 52.8 0.1 44.4 55.6 0.0 0.0 14.3 57.1 28.6 0.0 Total% 0.0 24.7 10.2 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 0.1 0.1 0.0 0.2 Exiting Leg Total 1242 1087 1282 0 3611 Cars 0 876 367 0 1243 341 0 380 1 722 699 878 0 0 1577 1 4 2 0 7 3549 %Urs 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 98.3 Exiting Leg Total 1221 1071 1257 0 3549 Heavy Vehicles 0 9 3 0 12 3 0 S 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 9 6 14 0 29 Buses 0 7 0 0 7 3 0 4 0 7 10 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 12 10 11 0 33 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Spring Street Concord Avenue Spring Street Driveway North East South West Right I Thru I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total Right I Thm I Left I U-Turn I Total Right I Thru I Left I U-Turn I Total 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 1 488 5:15 PM 0 141 58 0 199 45 0 50 0 95 109 93 0 0 202 0 0 0 0 0 496 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 48.4 0.0 51.6 0.0 47 4 52.6 0.0 0.0 313 33.3 33.3 0.0 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 Urs% 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 7171 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 5921 705 0 1906 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 PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,F ra ming ham,MA 01702 Office:508-875-0100 Fax:508.875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Bicycles(on Roadway and Crosswalks) Spring Street Concord Avenue Spring Street Driveway North East South West Nit I 180 I left 1 U-Torn I CW40 I CW.W01 Tout 0464 I Mai I Leh I Tu I CW-50 1 CW.Nu I Tall Nett 1 lhni I left I u-Turn 1 CW-Wel CW40 1 Tow xgtn 1 thou 1 Loh I u-Tum l CW415I CW.S01 Tar Total 4:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 0 2 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 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 8 0 1 0 0 0 9 2 15 0 0 0 0 17 0 0 0 0 0 0 0 38 Approach% 0.0 66.7 333 0.0 0.0 0.0 88.9 0.0 11.1 0.0 0.0 0.0 11.8 88.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Total% 0.0 21.1 10.5 0.0 0.0 0.0 31.6 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 0.0 0.0 0.0 Exiting Leg Total 23 6 9 0 38 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Spring Street Concord Avenue Spring Street Driveway North East South West NIM I Th10 1 left I 11-Turn I cW4 0 I CW.W0I Tow Net I TMo I l.h 1 u.nre I CW.1 CW411 I Tow Ntht I Tho I tett I uburn 1 cW-we I CW40 1 low Ism 1 mo 1 tell 1 u-Tum 1 0w.N,I Cw.50I Iota 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 0.o 0.0 100.0 0.o 0.0 ao 0.0 oo 0.0 100A 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.333 0.500 0.003 0.073 0.000 0.667 0.375 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.680 0.0010.000 0.000 0.000 0.603 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.821 Entering Leg 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 Exiting Leg 15 4 4 0 23 Total 23 7 16 0 46 Page 5 POI File#' 175673 F Location: N:Spring Street S:Spring Street Location: E:Concord Avenue W Driveway City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4.00 PM 46 Morton Street,Framing ham,MA 01702 Ofce:508-875.0100 Fax:508-875-0118 End Time: 6:00 PM Email:datarequests@pdillc.com Class: Pedestrians Spring Street Concord Avenue Spring Street Driveway North East South West Fight I Thu I left I U-Twn I CW-1111 CW.WhI TOW NAI Thu I tort I u4um I CW-SI I CN411 I Taal 6350 I Thu I Ith I U-Tum I[W.W.I CW-111I Tow net I 11. I left I u-Turn I CW-X6 I CMSe I TOW Total 4:00 PM 0 0 0 0 0 0 0 0 0 00 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 0 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 0 0 0 0 0 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 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 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 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 Grand Total 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 8 13 14 Approach% 0.0 0.0 0.0 0.0 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 0.0 00 0.0 0.0 0.0 36.5 61.5 Total% 0.0 0.0 0.0 0.0 0.0 7.1 7.1 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 00 0.0 o.0 a.0 35.7 57.1 92.9 Exiting Leg Total 1 0 0 13 14 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM f Spring Street Concord Avenue Spring Street Driveway I North East South West INth,I Thu I WI 114Tu.n I CW41 I CW.W1I Tow WA I Thry I 1,5 I U.Tum I LW-SI I CW.NI I 7eta1 'Ma I Thu I Leh I U.Turn I CW.WII CW.01 I Total Fight I Tin I Leh (U•T.. I CW.Ne I IW.SB I Tow Total I 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 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.000 0.000 0.000 0.000 0.030 0.000 0.500 0.300 0500 0.500 Entering Leg 0 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 Exiting Leg 0 0 0 10 10 Total 0 0 0 20 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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 Emall:datarequests@pdiliccom Class: Cars,Heavy Vehicles,and Buses(Combined) Route 2 EB Ramps Concord Avenue Concord Avenue North East West Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Thru I Left I U-Turn I Total Total 4:00 PM 45 0 0 45 2 34 0 36 24 83 0 107 188 4:15 PM 73 0 0 73 0 37 0 37 32 74 0 106 216 4:30 PM 60 0 0 60 0 34 0 34 24 97 0 121 215 4:45 PM 65 0 0 65 1 26 0 27 50 115 0 165 257 Total I 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 6311 1022 Grand Total 506 0 0 506 7 255 0 262 370 760 0 1130 1898 Approach% 100.0 0.0 0.0 2.7 97.3 0.0 32.7 67.3 0.0 Total% 26.7 0.0 0.0 26.7 0.4 13.4 0.0 13.8 19.5 40.0 0.0 59.5 Exiting Leg Total 767 370 7611 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 762 366 748 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 1 3 3 7 Buses 2 0 0 2 0 8 0 8 1 4 0 5 15 %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 4 1 10 15 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Route 2 EB Ramps Concord Avenue Concord Avenue North East West Right I Left I U-Turn I Total Right I Thru I U-Turn I Total Thru I Left I U-Tum I 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 0.0 3.7 96.3 0.0 36.2 63.8 0.0 RIF 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 0.0 0.0 99.2 100.0 96.2 0.0 96.3 99.1 99.3 0.0 99.2 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 0.7 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 Exiting Leg 3 0 5 8 Total Exiting Leg 415 233 390 1038 Page 1 PDI File i7• 175673 6 Location: N:Route 2 EB Ramps Location: E:Concord Avenue W:Concord Avenue City,State: Lexington,MA Client: MDM/M.Houle PRECISION Site Code: 887 D A TA Count Date: Wednesday,May 17,2017 INDUSTRIES,LLC Start Time: 4:00 PM 46 Morton Street,Framingham,MA 01702 Oftice:508-875.0100 Fax:508.875-0118 End Time: 6:00 PM Email:datarequests@polllc.com Class: Bicycles(on Roadway and Crosswalks) Route 2 EB Ramps Concord Avenue Concord Avenue I North East West Ixkm I lett I U-Turn I CW-0 I CWWII I Torr NM ( Thu I Ulu,n I CW30 I cW'xe I Total Thu I len I U.Tum I CW410 I CWse I Total Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 2 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 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 0 0 0 0 0 0 0 4 0 0 0 0 4 4 5:00 PM o 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% o.o 0.o 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 Total% 0.0 0.0 0.0 0.0 OA 0A 0.0 53.8 0.0 0.5 0.0 53.6 46.2 0.0 0.0 0.0 0.0 46.2 Exiting Leg Total 0 6 7 13 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Route 2 EB Ramps Concord Avenue Concord Avenue North East West .0, I loft I U.Urn I CW.n 1 CW-W0 I Total 6$i, I Thu I U.Tu,n I M'30 I 1W4ll I Total Thu I 4x I U.Turn I CW-50 I CWS! I Total 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 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 0,350 0.000 0.000 0,000 0.350 0.500 0.000 0.000 0.000 0.000 0.500 0.450 Entering Leg 0 0 0 0 0 0 0 7 0 0 0 7 2 0 0 0 0 2 9 Exiting Leg 0 2 7 9 Total 0 9 9 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 PRECISION Site Code: 887 D ATA Count Date: Wednesday,May 17,2017 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 Emall:datarequests@pdillc.com Class: Pedestrians IRoute 2 EB Ramps Concord Avenue Concord Avenue I North East West N.ht I tort I 1.1-Tum I cW-O I new. I low Right I Thu I u-Turn I cWSe I CW-n, I rout Thu I len I U-lum I ow-N. I CW-n, I 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 I 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 0.0 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 oA o.0 0.o 0.0 0.0 0.0 0.0 0.0 0.0 0.o 0.0 0.0 Exiting Leg Total 0 0 0 0 Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Route 2 EB Ramps Concord Avenue Concord Avenue North East West N.NI I lett I aim, I CW-c. I CW-W. I Total NCM I Thu I U-Turn I CWS. I C.N. I Total TTry I Leh I UTurn I CW.N. I CWS. I ow 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 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 0.0 0.0 0.0 0.0 0.o 0,0 PHF 0.000 0.000 0.000 0.000 0.000 00001 0.000 0.000 0.000 moo° 0.000 0.000 0.000 0.000 0.000 0A00 0.000 0.000 0.000 Entering Leg 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Exiting Leg 0 0 0 0 Total 0 0 0 0 Page 6 ❑ Seasonal/Yearly Growth 0ti a p o Lu CZ E; w w I, 0 Q CC CD CD • Me 010 0 a C[ oo s.o v ano c, aro NN '70 sY`, CD e CC rq v o aNt''10 o Oda 01. W s. IL W M r r rN ul r • C VN' G J-to to to N } ti M rl o O WCO� OD COCD skLo CO\ OM N ' 0 rto- el&) 00 ts' W�cn t� N m N. 5 7 N U N JJ N CD v v CV Oc05 v r 0 Otop to c o � � a O U 0 O ' 43 ( U sl. CO.2 CV se. CD-.L. sr CLI > to-n. sr 01 > CV o tt) r U b 0<-C7 U7 C47 0� 0 Oo� O N 00• -- 0301 to,tn.•• W JD U Z N CO. t co N N co.„_ Z Is- rn N r Z ,a• b �, 1J x IT <t v v v' v r v to r M Z--- 0 3 r L-. F- 0 to- o e sY N O F- N st NCO F--C) o to N f, �- Urn ' OD& o� o6• corn Vo ° co6Mrn UrOorn - Ong NN to CD Op 00`;CO �0 Or Nt1') 0 HO ,-4co m tri sr to CO- ac o ai N 0 0) 0 v v v sr sr to 10 (00n N O o w m r 0 Mil) r Q: Wrn0 �0• sr �T� �rn CL 0 e 01 NZ Sr CD Wolomto CV CL 0 go CV CNI LL1 O ^ t00 ca H co V• r To- Q st r sr sr V' Sr st O (n r sr �O• fn N. 0 U 00 J _ 0 � 0 0 0 �,..2 ^o ONO O N� o t0 o p 0 O N O ZQ tt)01 t()rn r si N. N1 tr�r < CL) rn N o o Q r0. ,~v-r C9 v- v °i v v vZE tCV o ttO r`. t (0 < o _ r Oo L; D0° Sr•••.?„ CO LO Drs coocoonrn ) 'tr..: w0 r < -)OD, tn0 st't Sr sh 0 _1 c000 NO N cU st st st st' st V O 0 -Jr-) toy-- J O a7 <co ce 0 CO n 0 -) r d Z IT Z Q' Z0o No so so •:r.:1- Zho o e.PI Zro O � U Q' 7�N U) �� O , �0 � N CO.~r 61 0 -=1 �j ' N O Z ' U 0 st st st st st N to O ,- Z h N• --2 O j Z Ld 0 o N. o o H o o (n j 0<OD Togo to • CV CA 0 >' rno too N0) a } v. o,°„' rn Z LL�Or CD tno �� CD O,� 'Oa• N< � �O J �ONCODO a0 0- Z O sr v v v v = Noo Lo u. n m _ o O 0 U CC Ce F- �o�. rno rnNrnorngrnrn ZO�.rn.`\-voorn wati��rn ZO 1c a 0 e- o st st N 0 to a to t°o a 0 sf o Q n. N d CO O st 0 V' s' V Cr? to U) , N N. n a o UI r N FWD Ili y LilccmorqoMoCDoOCD reCeoosrono n= Wt,,o 4CD 4, CA Q▪' � n �t0 �N MN Nr Z� 00 tnON rt.; Z2cooNco6 d' O a O 0 Sr sr Sr Sr V 0 in r 0 ti n 2 ti UmLU tOOs CO Me ro 0000 Xm tno COo NAO XmOo Orn Z LI-°N Cn ' rO r ° W LLLOr r W ULLLU N 1 CD N. U csi Sr a v Ni t,o1 ,1 co co J co- ch W O co y-< - r co O co u.. <- <- o lA O r t` Z O o CO o N` r o NCO Z N•o. o st 0 yr Z o c0 Nt a Orsr � O\NO 0_, p t''1 Lo. , MOS M r �O 0-,M • N� OrO 0-)p (i to - Z 0 Q COr v rrni v v Q r v r Q o o a Co U) 1-- CO r o O O O U U U (J Cu co as co LL LL U. LL — C C C C C C Z co0 • E E E a) E E • c1 in w m to co 0 O 0) 7 5 N^CU LU Q > Q < < mm m m To co O —O o 0 0 N lA W N X co o r N r1 N Et co coo y CCN. r N N 1- co r r r r Cl) >- O o r to > 1- O r Li) co ❑ Speed Data Hayden Avenue between #45 and#55/65 Driveways PRECISION City,State:Lexington,MA D ATA INDUSTRIES,LLC Client:MDM/C Jones Speed P.O.Boa301 Bedin,MA 01503 144050 A OBice:508,481.3999 Faic508545.1234 Site Code:769 EB Emall:datarequests@pdNccom Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 19 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 1600 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 09:00 09:00 08:00 08:00 08:00 08:00 08:00 07:00 09:00 07:00 08:00 Peak Vol. 3 9 8 34 42 48 38 8 4 1 178 PM 12:00 17:00 20:00 14:00 17:00 17:00 17:00 17:00 17:00 14:00 16:00 17:00 Peak 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 PRECISION City State:Lexington,MA D ATA Client:MDM/C Jones INDUSiRIES,LLC 144050 A Speed P.O.Box 301 Berin,MA 01503 p Office:508.4813999 F=50B545.1234 Site Code:769 EB Email:dalarequests@pdillccom 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 Soeed 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 08:00 08:00 08:00 08:00 08:00 08:00 11:00 09:00 10:00 07:00 08:00 Peak Vol. 1 2 9 23 49 65 32 6 3 1 177 PM 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 Peak 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 rra Hayden Avenue between PRECISION #45 and#55/65 Driveways D AT N City,State:Lexington,MA INDu IFS,LLC Client:MDM/C.Jones P.O Boz 301 BerIIn,MA 01503 144050 A Speed Office:508.4813999 Fam508545.1234 Site Code:769 WB Email:datarequests@pc181c.com 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 09:00 09:00 091)0 09:00 08:00 08:00 08:00 07:00 09:00 10:00 06:00 02:00 08:00 Peak Vol. 18 8 6 5 58 277 403 202 63 11 2 1 954 PM 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 Peak 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 PRECISION City,State:Lexington,MA D ATA INDUSTRIES,LLC Client:MDM/C.Jones P.O.Boz301 Berlin,MA 01503 144050 A Speed d O5ce:50&481.3999 Fax:508545,1234 Site Code:769 WB Emaii:datarequesu@pdillccom 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 %lie Sneed 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 05:00 09:00 08:00 08:00 08:00 07:00 07:00 09:00 06:00 09:00 04:00 08:00 Peak Vol. 1 9 69 253 352 208 54 8 1 1 1 898 PM 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 Peak 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 Mndrrg Matas Ill WttSP1DW rd oT massy j Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED f I SIGNALIZED I X INTERSECTION DATA --------- ---- ---- ----- MAJOR STREET Hayden Avenue MINOR STREET(S) Spring Street ? Spring Street (3) INTERSECTION North DIAGRAM (Label Approaches) Shire Way Hayden Avenue (1) (2) Spring Street (4) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 367 406 423 615 1,811 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION ADT(V)=TOTAL DAILY ( 20,122 APPROACH VOLUME AVERAGE#OF TOTAL#OF CRASHES 16 YEARS 5 CRASHES PER YEAR ( 3.20 A) CRASH RATE CALCULATION 0.44 RATE = (A*1,000 5) ) ( V `3665) Comments MassDOT District 4 Avg: Signalized = 0 73; Unsignalized = 0 56 Project Title& Date. 887- Lexington Mavhg Mats✓ch wtlsF .'..+-d massioi s g Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I X I SIGNALIZED — INTERSECTION DATA - - --- ----- --- ---- --------------- --- ------------- --- - MAJOR STREET Hayden Avenue MINOR STREET(S) Route 2 On Ramp INTERSECTION North DIAGRAM (Label Approaches) Hayden Avenue Hayden Avenue (1) (2) Route 2 On Ramp (4) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 361 209 426 996 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION APPROACH VOLUMETAL DAILY ( 11,067 AVERAGE#OF TOTAL#OF CRASHES 2 YEARS 5 CRASHES PER YEAR ( 0.40 A) CRASH RATE CALCULATION f 0.10 RATE = A i 1,000,000) ( V 365) Comments MassDOT District 4 Avg: Signalized = 0 73, Unsignalized = 0 56 Project Title& Date. 887- Lexington Maring Nrross,,chuseinrFu aai.. r I I I I T massu s it ' j Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I X I SIGNALIZED INTERSECTION DATA MAJOR STREET Concord Avenue MINOR STREET(S) Route 2 EB Off Ramp Rt 2 EB Off Ramp INTERSECTION North (3) DIAGRAM (Label Approaches) Concord Avenue Concord Avenue (1) (2) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 643 136 259 1,038 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION ADT(V) =TOTAL DAILY 11,533 APPROACH VOLUME AVERAGE#OF TOTAL#OF CRASHES 5 YEARS 5 CRASHES PER YEAR ( 1.00 A) CRASH RATE CALCULATION 0.24 RATE _ (A•1,000,000) ( V *365) Comments MassDOT District 4 Avg: Signalized =0 73, Unsignalized =0 56 Project Title& Date: 887- Lexington Mo' j M.i3Y.Yc/Iwerr F(1/Wi//d "pima T g Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I X I SIGNALIZED INTERSECTION DATA MAJOR STREET Waltham Street MINOR STREET(S) Hayden Avenue f Waltham Street (3) INTERSECTION North DIAGRAM (Label Approaches) HaydenAve Route 2 WB Off Ramp (1) (2) Waltham Street (4) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 618 340 874 738 2,570 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION ADT(V) =TOTAL DAILY 28;556 APPROACH VOLUME AVERAGE#OF TOTAL#OF CRASHES 16 YEARS 5 CRASHES PER YEAR ( 3.20 A) CRASH RATE CALCULATION 0.31 RATE = (A* 000,000) ( V *365) Comments MassDOT District 4 Avg: Signalized = 0 73, Unsignalized = 0 56 Project Title & Date 887- Lexington Moving MasYac ateUtP '.,d. p„..0T mass. g Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I I SIGNALIZED I X I INTERSECTION DATA MAJOR STREET Spring Street MINOR STREET(S) Concord Avenue ? Spring Street (3) INTERSECTION North DIAGRAM (Label Approaches) Concord Avenue (2) Spring Street (4) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY VOLUMES (PM) 364 717 822 1,903 " K" FACTOR 0.090 INTERSECTION APPROACH VOLUME DAILY 21,144 AVERAGE#OF TOTAL#OF CRASHES 13 YEARS 5 CRASHES PER YEAR ( 2.60 A) CRASH RATE CALCULATION 0.34 RATE = (P*1,000,000) ( V *365) Comments MassDOT District 4 Avg: Signalized = 0 73, Unsignalized= 0 56 Project Title& Date. 887 - Lexington Moving kre.muh(/fettsFa/wa/d. 11111/14 D massif a;Highway INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I I SIGNALIZED I X I INTERSECTION DATA — MAJOR STREET Marrett Road (Route 2A) at Bridge Street(Route 2A) MINOR STREET(S) Spring Street INTERSECTION North DIAGRAM (Label Approaches) Spring Street Bridge Street (1) (Route 2A) Marrett Road (Route 2A) (4) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 554 361 592 1,507 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION ADT(V)=TOTAL DAILY I 16,744 APPROACH VOLUME AVERAGE#OF TOTAL#OF CRASHES 13 YEARS 5 CRASHES PER YEAR ( 2.60 A) CRASH RATE CALCULATION ( 0.43 RATE = A•1,000,000) ( V 365) Comments MassDOT District 4 Avg. Signalized= 0 73, Unsignalized= 0 56 Project Title & Date 887-Lexington Moving M,asarburrttrronv rrd massu 9 Hi ftwaY INTERSECTION CRASH RATE WORKSHEET CITY/TOWN Lexington, MA COUNT DATE May-17 DISTRICT 4 UNSIGNALIZED I X I SIGNALIZED I INTERSECTION DATA MAJOR STREET Hayden Avenue MINOR STREET(S) 55 Hatden Avenue Site Driveway I Hayden Avenue (3) INTERSECTION North DIAGRAM (Label Approaches) Spring Street Bridge Street (1) (Route 2A) PEAK HOUR VOLUMES APPROACH 1 2 3 4 5 Total Peak Hourly DIRECTION EB WB SB NB Approach Volume PEAK HOURLY 220 404 74 698 VOLUMES (PM) " K" FACTOR 0.090 INTERSECTION ADT(V)=TOTAL DAILY I 7,756 APPROACH VOLUME AVERAGE#OF TOTAL#OF CRASHES 1 YEARS 5 CRASHES PER YEAR ( 0.20 A) CRASH RATE CALCULATION ( 0.07 RATE = (A*1,000,000) ( V *365) Comments MassDOT District 4 Avg: Signalized =0 73; Unsignalized =0 56 Project Title& Date: 887-Lexington 11 i 11 E I1 P. 3 3 , 11; am, $ PIE ,.. i @ h 3 3 ng ° ig og R 351 _ E LT PA 111 Alo IN 13 11 s` $g g E ffi i i i Fi : 8 1. d L d AA gd 1 gd d 2 i /1 !i . 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CD 'O:N NC[O;N40.N N c.14.6.curia'N`CO-N'(O,N:CG N,KD;N ((0'N;m N;iti N'm:NI4O.CV*,N N CO.'N'C0•N:m,N C0'N`(O',NiCO N'CO'°m :N-00(0 tlnr m<n,•_,mm m it;COLI(01'-.m -m J.,o,p,„.to 4) i(Otr>,m ri(0 CO 1.•1.,(01'-.(0 m:n m Ar:.(0,P.•0 n:mom?m;n10 iln,. o Sight Distance Calculations Stopping Sight Distance Regulatory Travel Speed (Level Roadway) BRAKE REACTION CALCULATED STOPPING SPEED DISTANCE BRAKING DISTANCE SIGHT DISTANCE (MPH) (FT) (FT) (FT) Direction 1 EB 40 1 147 153.3 300 Direction 2 WB 40 147 153.3 1 300 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 Stooping Siaht Distance(SSD)-Source:AASHTO SSD= Reaction Distance+Brake Distance Reaction Distance = 1 47 x t x V Brake Distance= VA2/(30 x((a/32.2)+G)) Where: 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) BRAKE REACTION CALCULATED STOPPING SPEED DISTANCE BRAKING DISTANCE SIGHT DISTANCE (MPH) (FT) (FT) (FT) Direction 1 EB 42 154 35 169.1 323 Direction 2 WB 43 158.025 177.2 335 INPUTS Direction 1 Direction 2 Travel Direction EB WB Speed 42 43 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)) Where: t=reaction time(sec) V=travel speed (mph) G=roadway grade a-deceleration rate (ft/sec^2) Stopping Sight Distance 85th Percentile Travel Speed(Level Roadway) BRAKE REACTION CALCULATED STOPPING SPEED DISTANCE BRAKING DISTANCE SIGHT DISTANCE (MPH) (FT) (FT) (FT) Direction 1 EB I 47 172.725 211 7 384 Direction 2 WB I 48 I 176.4 220.8 397 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 Stoonina 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)) Where: t=reaction time(sec) V=travel speed(mph) G=roadway grade a-deceleration rate(ft/secA2) 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 V, ••=n1 rra I H N CO ="r = E 0-1 = O J CI a 4— J 1 t. 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N am CD c --y Z CI lii a vl W j ll z z s . c 6 v c 0 IL. u tr ':1 N g j 2 <' \_ 1 t GI] _ - M I U X z g E L t t z C ll. r— J1 � r J L. ~Z z . z y �, ;awls 6uudS P i 1tr '� -� 5 a tI t gF t� O i vy � 1 U a U 1 4 3 r o `e C o v Fo t: a z a 'o�� y -z ` H V n c A Q C1ca 4 a U w o r H�CC CI d v acnes T3 u > 4 l5 o.a F i1 L v? v E., rl +-L 0r1 J 1 . r ///) y = „_� Q71 aanSWel M ) l pain e11UM x -r ` tr \ x �, 5� �—► \---_---) a Ec Qra p t W 0 b L axi 1 . 14— t I J1 awo a11S A Ja1se3 7 t LLI I— CO c 0 U w e d 11S J1 aB410 aRliatsa/y1 t 1-N-1 r(V 1 I aTA 7- 7m c Z o1 N 11 W.J 11 Z Z® 1 C P.P. u c 0 1L U tr V L' J n l, a v U S 6 5 a LL 2 'E 6 c t— Lz z b 1t. r- J11. r- ,_, J oW l' II 1, 7aa0S 6u1ids p E —� 1tr r-. -! a .s s 3� tr ` h ,., v) U or� 5 m, [p L t1 9C b c y C= z o �.5 = R-g _ SO v G i Z z �eQ ❑ 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) LnT= 819 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 I LnT= 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. I 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= 043*(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).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): 596.669 Office Total 219.279 Office Component !AVERAGE WEEKDAY DAILY I Ln T= 0.76 Ln(X)+3 68 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$ 438 1,876. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC I 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 I WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC I T= 1.12*(X)+7845 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. 47 228 275 I SATURDAY DAILY I 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. I 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. $1 43 .94 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 Ln T= 0.76 Ln(X)+3 68 Ln T= 0.76 Ln 487.03 +(3.68) Ln T= 8.38 T=4372.66 T=4,372 vehicle trips with 50%( 2,186 vpd)entering and 50%( 2,186 vpd)exiting. 4 4 Prorated. .493 .493: 986. 'WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC I Ln T= 0.80 Ln(X)+1.57 Ln T= 0.80 Ln 487 03 +(1.57) Ln T= 6.52 T= 679.03 T= 679 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 I 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: 24: 11.7 1.4(} 'SATURDAY DAILY I 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: .115 11 23Q. '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: 25• 22 447 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 I 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. I 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. I SATURDAY MIDDAY PEAK HOUR OF GENERATOR I 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 o Trip Distribution Calculations eeeeseeeseeseeeeeseseseeeseeeseeeseeeeeseee 'o o Nmm no„ mclm.. u �v ... t 0000mmmmnn arca r000 ▪ v e', M IV N n N.o ^ O F eeeee eeeeee'eaeaseaseeeeeeeeeeeeseeeseseeeeseeee 0 0 0 o m o 0 o m o 0 0 o r o m o a o o m o 0 0 0 0 o m o 0 0 0 0 o m M n o O O d N .= O d d d d o d o o d,, o d .= 0 0 0 0 0 0 o d ci d d O G d o d o d d ai m N ^ N L_ m 0 ge eee N N . N N r O n r 3 OR• Oeemassaeggesaeeeeeeeeeeemeeeeeeeeeeexee O O O O N N N O O O 0 0 0 0 0 0 0 0 N O O O O O m o 0 0 0 0 0 m 0 < m 0 O O O O o^^ ^ d o o d o o O d o d cid O d o d O O o O d O d 0 d d d C o n m a1 ^ GI E• r2 2 2 - .” ,Oa ,0a b o . N M N easeeeeeeeeeeeeeee eeeeeeesemmeeeeeee'lmese .1 O O O O r N m N O m O O m 0 0 O O m m n O N O O O n n 0 N O .- 0000 N.- 0.=0.-00.- 00^00000 moo ^ O ^^ o00c00000 N o N d o a ee �e� `$e. e �' eeeeeeeeee gee * �- 0 001 N O :2 :2 vOi N N 0 N 0 0 0 O O O O O O O E ^ ^ ^ ovoioo w o 000 0 to eeeeeeeseeeeeeeeseeeseeeeeemeemeeeeeeeeeee O fel N O o O O o G O m O m m O O V 0 ci O O o ci 0 ci 0 O O N O O O O N O m m m N G Y< N O O G O G G ^. O O O d O O dd O d G O G C C G O G O G d G G G d 0 C d V1 lV N ^ - O W 0 0 0 A m 0 N e O N N O O N m O O N N O N N xeeeeee eeeeeeee.!eexeseee aW eeeeeeememe 0 0 0 o m o 0 0 0 0 0 0 o n o 0 0 0 o m o 0 o m o 0 0 m 0 0 0 0 0 0 o a o ,? o ri o 0 0 0 o d 0 0 d o d o o d o 0 0 0 0 0 0 0 o d o o d d o 0 o d d o o d ai N m m m _ V1 L __ (2 `�N N ,O(1 N N eggeeeeeeeeeeeeema`eigeeeeeeeeseeeseeseseeeee O O O O O m o 0 0 0 0 0 0 0 000arl000000ga0000g000nc . 000 d d o d o d o o d o d o 0 0 0 0 o d o 0 0 0 0 o d d d d o d d d o 0 0 o a c ^ N• t c 2 — e O ...b N n2 N m F 66 gg 4 £ g 3 a o f a z z 3 3 0 ` ,- s 3 ,Ea 1 3 i18 ., e w e.e. eeeexeceeeeeeeeeeeemeeeemmmx*xsgeg � X O . N m n o g M m m m m yr e v CI ,'I rl N .- O O O m n W g 9 O P v,t1 0 N N N ti • "G ci O d d O ciC O n n C 'J O K 3 F `o at I :1,, IEEEIIIIIIEEE1111111111IIIIIIIMEEEEE al a se c eas vas111e s c c c 1,1 s11c c e 1 1 c 1 1 lc JJJJJJJJJJ J J J J J J J J J J J J J . . . . . . . . . C LinI m .00 Ex Z c o m3 O X b ~ Of", J M m mi. 'S E d 'o w m 7 F. b c 5E m i - E E m c El A E a .0 b .3y 2 -& o S $ S ow is md3 3m' mu" i� Efl € m4agNim Sisg . s3w' mnol' E` 3m C-- ❑ 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 Capacity 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' Level of Service Control(Signal)Delay per Vehicle (seconds per vehicle) v/c<_1 v/c>1 <10.0 A F 101to200 B F 201 to 35.0 C F 35 1 to 55.0 D F 55 1 to 80.0 E F >80.0 F F 'Source:Highway Capacity Manual 2010,Transportation Research Board,Washington,DC, 2010. 1Highway Capacity Manual 2010;Transportation Research Board,Washington,DC,2010. lInsiinalized 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 unsignali7ed intersections are determined by application of a procedure described in the 2010 Highway Capacity Manual.' LOS is measured in tents 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' Level of Service Average Control Delay (seconds per vehicle) v/c 1 v/c>1 <10 0 A F 101to150 B F 151to250 C F 251 to 35.0 D F 35 1 to 50.0 E F >50 0 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 1 T., 'I t r j T) 1 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 00 100 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 Satd.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 1.08 103 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+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:\Projects1887-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 40 3.0 40 3.0 40 3.0 40 40 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 6.4 610 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 Summary 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&ShireirWay/Hayden Avenue d 1 4 `I 02{R) t CO3 {'""M`c 4 `'- 7 'r,.; j 1.�'JS" �s>y :s'"3'sr _'' � s'�x.%pu�h, ,,' •Ff`r'v5s z`,t�'S h - t �`v ''{;:'-M •o.E `.�+c ,„e4z. 05 06 2) y 07 as 4'1j;>`•:. i d 1-,., 3.A '- i�1'...0ni L$'n4-.l r i�Nfi ix+'r",i'>4�iF� C#�rY�.>i�,-t>f Vic.` "�-`::. `? f.; i. lEl G:\Projects\887-Lexington(King Street Properties)1Synchro\887 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 41 - - - 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 V/C 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 41 - - - 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 Cap-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) 101 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)\Synchro1887 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 - - 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 - - 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%tile Q(veh) 14.5 - - - 0 - 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. 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 - 412 - - - 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 V/C 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 1+ li 4' 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 1 8 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 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 1 8 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 40 40 30 40 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) 14 7 301 52.9 68.3 65.3 Actuated g/C Ratio 016 0.33 0.59 0 76 0 73 v/c Ratio 0.57 0 42 0 33 0.29 0 57 Control Delay 41 7 3.8 10.9 3.2 6.5 Queue Delay 00 00 00 00 00 Total Delay 41 7 3.8 10 9 3.2 6.5 LOS D A B A A Approach Delay 10 9 5.7 Approach LOS B A 90th%Ile Green(s) 0 0 0.0 19 0 42.2 13.8 59 0 90th%ile Term Code Skip Skip Max Coord Gap Coord 70th%ile Green(s) 0 0 0 0 15 7 48.7 10.6 62.3 70th%ile Term Code Skip Skip Gap Coord Gap Coord 50th%ile Green(s) 0 0 0 0 13.6 52.9 8.5 64 4 50th%ile Term Code Skip Skip Gap Coord Gap Coord 30th%ile Green(s) 0 0 0.0 11 5 56.0 7 5 66.5 30th%ile Term Code Skip Skip Gap Coord Gap Coord 10th%ile Green(s) 0.0 0 0 8.6 59 9 6.5 69 4 10th%Ile Term Code Skip Skip Gap Coord Gap Coord Queue Length 50th(ft) 91 0 94 14 101 Queue Length 95th(ft) 145 46 197 m45 m304 Internal Link Dist(ft) 170 470 920 1445 Turn Bay Length(ft) 350 230 Base Capacity(vph) 410 901 1204 864 1411 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 42 0 37 0.33 0.26 0.57 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length.90 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 r 1"o1 l 02 CR) I 7 l aFs �,� iGA 106, ' Yj H+5x,,m.5'904,1 :3'lf 5-147''3``1a rs :f: °" o^'w;1J'� -d ` 1 �i.�`', a+I..l ± 4''6 ��S t 41r .l • 06 CR)?Mew lY �! 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. ,.,t ,. 11-_ 4\ p Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 'r 1 + V 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 1.00 100 1 00 Frt 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 & Marrett Road (Route 2A) Weekday Morning Peak Hour --I* ' i '- 4\ p 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) 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 7 241 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) 171 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 Summary 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) "`'^x.0,41 �G..> ; �. 3'�s?4 ''��r�.r<ur.,o7^'i✓:.'`iw'�.'3x�rt�?xtf,"'.T�S,,: �R.x,'�.'�. k''z'. as,s'i�`, 41\ 06 08 I if t , 1 „ G:1Projects\887-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 Evening Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S t /1 44 r 1 T 1 + r 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 1.00 100 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 Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+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 Way/Hayden Avenue 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) 27 7 15.9 14.5 11.0 714 37.3 29.7 38.4 34.3 34.3 Actuated g/C Ratio 0.39 0.22 0.20 0.15 100 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 DC 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) 271 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 Summary 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:\Projects\887-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 781% 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:771 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 T,r 01 '1 02 rr 03 4 4 '3 'k'k:�'`r.Ur r i•' ti'iH. rs 5%"<v a,�a„ �,, 1 05 06 07 08 ^.,..r�' a,6'Y..,:., tt X'.t 4....,$, rcr' s..+a 3S ,". rah r T*..,cv`z.; .:y:✓-s,. v 1r"2 �+"'." ,�s"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)1Synchro\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 Maior/Minor Majorl Major2 Minor2 Conflicting Flow All 412 0 - 0 677 412 Stage 1 - - - 412 - Stage 2 - - - - 265 - Critical Hdwy 41 - - - 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 V/C 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 Maiorl Major2 Conflicting Flow All 2242 - 901 0 - 0 Stage 1 901 - - - - - Stage 2 1341 - - - - - Critical Hdwy 6.62 - 41 - - - 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)1Synchro1887 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 vi 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 00 00 00 00 00 00 00 Detector 1 Queue(s) 00 00 0.0 00 00 00 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 Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0 0 Turn Type Prot pt+ov NA pm+pt NA Protected Phases 4 4 8 1 8 2 1 6 G:\Projects\887-Lexington(King Street Properties)\Synchro\TIAS021887 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 1 8 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) 30 30 40 40 3.0 40 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 019 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 0 79 0.50 0.38 Intersection Summary Area Type: Other Cycle Length: 113 Actuated Cycle Length.81 G:1Projects1887-Lexington(King Street Properties)1Synchro\TIAS021887 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 Toile 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. 7Spring Street&Concord Avenue } 1-01 I o2 4 I 08 l ,1 480.0 41444 ' { " 1 oVV41 4' 06 G:1Projects1887-Lexington(King Street Properties)1Synchro\TIAS021887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8 Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour --► M c 4- 4\ Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 'V 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 Cl+Ex Cl+Ex Cl+Ex Cl+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:\Projects1887-Lexington (King Street Properties)1Synchro1887 Ex PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2017 Existing Condition 8 Spring Street & Marrett Road (Route 2A) Weekday Evening Peak Hour -,' '``t 4_ 4\ r' 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) 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%lie 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 Summary 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.301 Intersection LOS:C G:\Projects\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%ile Actuated Cycle: 63.9 Splits and Phases: 8:Spring Street&Marrett Road(Route 2A) Col —►02 06 4\08 �y r^:szA i� F&';; 4us " "�' i'?,r.?r7,«;ti.S� ;s'fii�f, j,�n'X-„h�.a.`.r.. a z„+v'y°:°',A`.�G'.z ti4 o' ff;a sp;"P" i3.s:'"'+;od a"^'rse"r•.. .```"1''t3Ac`n:A �k'�yr.:. `a tx i;:r,;lh*' 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 'I 1 1 4 r ! 1+ 1 1 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 00 0.0 0.0 00 00 00 0.0 00 00 0.0 Detector 1 Queue(s) 0.0 0.0 00 00 00 00 00 0.0 00 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) 40 40 40 40 40 12.0 40 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 ---r" ,`i► C *- 4N. '4\\ f P \► 1 41 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 40 3.0 40 3.0 40 3.0 4.0 40 All-Red Time(s) 00 2.0 00 2.0 00 2.0 00 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 014 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 0.87 019 0 05 0.51 0 66 0.28 0.82 0.14 Control Delay 20.5 30.4 46.1 261 01 19 3 26.6 9 4 33.1 2.3 Queue Delay 00 0.0 0.0 00 00 0.0 00 00 00 00 Total Delay 20 5 30.4 46.1 261 01 19 3 26 6 9 4 33.1 2.3 LOS C C DC A BC A C A Approach Delay 27 7 37 4 251 26 3 Approach LOS C D C C 90th%Ile Green(s) 71 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 82 014 Intersection Summary 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 o 1 fø2 ) V I 1(03 taw II 34* 0. I it*:e 4\ 05 ir 06(11) 07 4-- 08 ,„„, 144.4N 214,t, Q•.!k GAProjects1887-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,s/veh 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,% - 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 41 - - - 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%tile Q(veh) 0 7 - - - 0.2 G:\Projects1887-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 41 - - - 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 SBLn1 Capacity(veh/h) 659 - - - 232 HCM Lane V/C Ratio 0.131 - - - 0116 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 - - 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 - - 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 NBLn1 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%tile Q(veh) 28.7 - - - 0 - Notes -- Volume exceeds capacity $.Delay exceeds 300s + Computation Not Defined '.All major volume in platoon G:\Projects1887-Lexington(King Street Properties)1Synchro\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 - 412 - - - 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 SB HCM Control Delay,s $1127 6 7 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 541 - 8 - - - HCM Lane V/C 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) 41 - 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 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi rr i vi 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 Flt Protected 0.950 0.950 Satd.Flow(prot) 0 2153 0 1847 0 1689 0 2016 0 1847 1944 0 Flt 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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) 00 00 0.0 00 00 00 00 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 Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0 0 Turn Type Prot pt+ov NA pm+pt NA Protected Phases 4 4 8 1 8 2 1 6 G.\Projects1887-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 1 8 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 9 141 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 8.4 601 30th%Ile Term Code Skip Skip Gap Coord Gap Coord 10th%ile Green(s) 0 0 0 0 14 0 541 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 > 01 d t02(R) ;{� 4 I ps 06(R) G:1Projects1887-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 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 'Dr '1 4 'V 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 Cl+Ex Cl+Ex CI+Ex Cl+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)\SynchrolTIAS021887 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 --� -"V C 4- 4\ p 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 Summary 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 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 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) -0.02 fan .4 3.41 4654 . 4- #� 06 l 08 G\Projects1887-Lexington(King Street Properties)1SynchrolTIAS021887 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 -► c ,- *\ t ifr \* 1, ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 T 1 t i* 5 1 1 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 00 00 00 0.0 00 00 00 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 00 00 0.0 00 00 00 00 Detector 1 Delay(s) 0.0 00 0.0 00 00 0.0 00 0.0 00 00 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 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 # 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 40 3.0 40 3.0 40 3.0 4.0 40 All-Red Time(s) 00 2.0 00 2.0 00 2.0 00 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 75.0 40 7 33.1 41 8 37 7 37 7 Actuated g/C Ratio 0.37 0.22 0.20 015 1 00 0.54 0 44 0.56 0.50 0 50 v/c Ratio 017 0 68 0.94 0.11 0.12 0.03 0 84 0.24 0.39 0 01 Control Delay 16 6 28.9 72.3 28.4 01 8.9 31.9 10 6 14 6 0 0 Queue Delay 00 00 00 0.0 00 0.0 00 00 0.0 00 Total Delay 16.6 28.9 72.3 28.4 01 8.9 31.9 10 6 14 6 0 0 LOS B C EC A A C B B A Approach Delay 26 0 38.8 31 4 13 7 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 26.8 0 0 26.8 26.8 10th%ile Term Code Skip Gap Max Skip Skip Gap Skip Hold Hold Queue Length 50th(ft) 30 100 -174 14 0 3 275 14 96 0 Queue Length 95th(ft) 59 180 143 35 0 13 #561 39 229 0 Internal Link Dist(ft) 920 1195 1445 4045 Turn Bay Length(ft) 225 350 150 560 175 325 Base Capacity(vph) 597 725 260 580 1767 571 842 301 1017 941 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 016 0 41 0.94 0 05 012 0 03 0 80 0.24 0 37 0.01 Intersection Summary 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 �r \01 tO2 7 03 -01'04 x �1- os 07 08 G:1Projects1887-Lexington(King Street Properties)1Synchro\TIAS021887 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 - 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 Majorl 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 V/C Ratio 0 013 - - - 0.29 HCM Control Delay(s) 91 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 41 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 41 - - - 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 SB 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)1Synchro\TIAS021887 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 - 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 Conflicting Flow All 0 0 444 0 669 444 Stage 1 - - - - 444 - Stage 2 - - - - 225 - Critical Hdwy - - 41 - 6.21 611 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/Major 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)1Synchro\TIAS021887 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 - 41 - - - 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 EBLn1 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)1Synchro\TIAS021887 NB PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 No-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 r ii r I ) 4' 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 00 00 00 00 0.0 00 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 Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 Turn Type Prot pt+ov NA pm+pt NA Protected Phases 4 4 8 1 8 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 } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 1 8 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 40 40 3.0 40 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)1Synchro\TIAS021887 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.871 50th%ile Actuated Cycle:83.8 30th%ile Actuated Cycle:791 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 t02 4, p6 G:\Projects\887-Lexington(King Street Properties)\SynchrolTIAS021887 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 -- .`fir t .-- 4\ r* Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations T+ 1 1' '''j 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 Cl+Ex Cl+Ex Cl+Ex Cl+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\TIAS021887 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 --�. , 4_ 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) 40 40 40 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) 36.5 52.9 52.9 42.1 Actuated g/C Ratio 0.35 0.51 0 51 0 41 v/c Ratio 0.82 0.52 0.22 0.83 Control Delay 40.9 25.0 16.3 36.2 Queue Delay 0 0 0 0 0 0 0.0 Total Delay 40 9 25.0 16.3 36.2 LOS D C B D Approach Delay 40.9 19 6 36.2 Approach LOS D B 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) 45.3 11 0 61.3 52.1 70th%ile Term Code Gap Max Hold Gap 50th%ile Green(s) 35 7 10 4 51 1 41 5 50th%ile Term Code Gap Gap Hold Gap 30th%ile Green(s) 28.1 10.0 43.1 32.2 30th%Ile Term Code Gap Min Hold Gap 10th%ile Green(s) 20 5 10 0 35.5 23.3 10th%ile Term Code Gap Min Hold Gap Queue Length 50th(ft) 329 50 83 353 Queue Length 95th(ft) 589 130 172 619 Internal Link Dist(ft) 920 920 4045 Turn Bay Length(ft) 230 Base Capacity(vph) 1065 296 1512 1212 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 0.55 0 50 0.16 0.55 Intersection Summary 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) 4:647 tai �'t2 1" .l4,, I 06 4\03 1 51157 44 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 1 1 111 s ri '1 1+ Ili + ff 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 0103 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 Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex Cl+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 00 0.0 00 00 00 00 00 00 Detector 1 Delay(s) 00 0.0 00 00 00 00 00 00 0.0 00 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 0 541 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 0 261 01 18.9 32.2 12.4 33.4 2.4 Queue Delay 00 0.0 00 00 00 00 0.0 0.0 00 0.0 Total Delay 20 5 30.4 47 0 26.1 01 18.9 32.2 12.4 33.4 2.4 LOS C C DC A BC B C A Approach Delay 27 7 37.8 29 8 26 4 Approach LOS C D C C 90th%Ile Green(s) 71 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 91 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 50.1 501 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 88 018 0 05 0.34 0.81 0.33 0 82 014 Intersection Summary 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)1SynchrolTIAS021887 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 \Poi t 02(R) 4 111'0. :HI Co: 4\05 4' 06 19 yi 07 44-08 21kt ..4t4 M1F-0 , , 21ev 4,, .1 GAProjects1887-Lexington(King Street Properties)1Synchro\TIAS021887 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 41 - - - 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 0 291 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 - - 291 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 41 - - - 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 0105 HCM Control Delay(s) 13.1 0 - - 51 7 201 HCM Lane LOS B A - - F C HCM 95th%tile Q(veh) 1 - - - 0 7 0.3 G:\Projects1887-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 - None - Yield Storage Length - - - - 0 220 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 115 0 0 522 717 618 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 115 0 637 115 Stage 1 - - - - 115 - Stage 2 - - - - 522 - Critical Hdwy - - 41 - 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/Major 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) 391 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,#Ihr 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 - 412 - - - Critical Hdwy Stg 1 5.71 - - - - - Critical Hdwy Stg 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:\Projects1887-Lexington(King Street Properties)1Synchro\TIAS021887 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 1 r I '9 1' 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 Satd.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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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) 00 00 00 00 0.0 00 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0 0 Turn Type Prot pt+ov NA pm+pt NA Protected Phases 4 4 8 1 8 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 1 8 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 30 40 40 3.0 40 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 0 641 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 00 00 00 00 0.0 Total Delay 50.3 4.2 15.2 61 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 0 541 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 ' p1 I 02(R) —"i� l # q8 at ', '4:l 0 41"114.c. ,�• ® a. � .: .,1l Ø5(R G:1Projects1887-Lexington(King Street Properties)\Synchro\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 .— Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations i+ 1 4 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% -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 0.921 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 -- Nt t41-- 4\ 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) 40 40 40 30 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 35.9 471 5.8 48.0 Queue Delay 0.0 0.0 0 0 0.0 Total Delay 35.9 471 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 23.6 641 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 Summary Area Type: Other Cycle Length. 132 Actuated Cycle Length: 1041 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) jar' V"-'4 06 4\ 08 G:1Projects1887-Lexington(King Street Properties)1SynchrolTIAS021887 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 1 ¶ 1 r 1 .4 1 t r 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 Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 00 00 00 00 00 00 00 00 0.0 00 Detector 1 Queue(s) 00 0.0 00 00 00 00 0.0 00 00 00 Detector 1 Delay(s) 0.0 0.0 00 00 00 00 00 00 00 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:\Projects1887-Lexington(King Street Properties)\Synchro\TIAS02\887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition 1 Spring Street & Shire Way/Hayden Avenue Weekday Evening Peak Hour * ifr 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 40 3.0 40 30 40 3.0 40 40 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 43.2 391 391 Actuated g/C Ratio 0 37 0.22 0.19 015 1 00 0 55 0 45 0.57 0.51 0 51 v/c Ratio 017 0 69 1 05 0.11 014 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 00 0.0 00 00 00 00 00 00 00 00 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 016 0 42 1 05 0 05 014 0.03 0.85 0.27 0.38 0.01 Intersection Summary Area Type: Other Cycle Length.90 Actuated Cycle Length:76.2 Natural Cycle:70 Control Type:Actuated-Uncoordinated Maximum v/c Ratio. 1 05 Intersection Signal Delay. 32.0 Intersection LOS:C G:1Projects1887-Lexington(King Street Properties)1Synchro\TIAS021887 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 .r \p11'02 T 03 x00.4 05 V 06 07 j �F--- 08 twali 100,fx • I*1 QA, . . M c. t ; ". 41, <. 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 Stg 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 SBLn1 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:\Projects1887-Lexington(King Street Properties)\SynchrolTIAS021887 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 41 - - - 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 SBLn1 SBLn2 Capacity(veh/h) 1103 - - - 339 608 HCM Lane V/C 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 Majors Major2 Minorl Conflicting Flow All 0 0 538 0 773 538 Stage 1 - - - - 538 - Stage 2 - - - - 235 - Critical Hdwy - - 41 - 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/Major Mvmt NBLn1 NBLn2 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 1691 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 - 41 - - - 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 - 191 - - - Notes - Volume exceeds capacity $.Delay exceeds 300s + Computation Not Defined 'All major volume in platoon G:\Projects1887-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 4 11i r i 'I 4' 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 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) 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 Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend(s) 00 00 00 00 00 00 00 Detector 1 Queue(s) 00 00 00 0.0 00 00 00 Detector 1 Delay(s) 00 0.0 00 00 00 00 00 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 Turn Type Prot pt+ov NA pm+pt NA Protected Phases 4 4 8 1 8 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 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 Detector Phase 4 4 8 1 8 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) 30 3.0 40 40 3.0 40 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 00 00 00 00 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 1 561 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: 871 50th%ile Actuated Cycle:83.8 30th%ile Actuated Cycle:791 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 /-01 I t02 404 T 05 1 -6116$04,44.40 VATAfInsFa 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 —41' t c 4-- f Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations '* 1 4' V" 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 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 4 451 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 0 641 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 Summary 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) ip l "--002. 4-- 06 l\ 03 G:\Projects\887-Lexington(King Street Properties)\Synchro\TIAS021887 B PM.syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 5 Route 2 WB off-ramp & Hayden Avenue Weekday Morning Peak Hour --r' -Nt 1- 1-- Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 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% 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 Fit Protected 0 950 Satd. Flow(prot) 2021 0 0 2122 2036 1821 Flt Permitted 0.950 Satd.Flow(perm) 2021 0 0 2122 2036 1821 Right Turn on Red Yes Yes Satd. Flow(RTOR) 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 Cl+Ex Cl+Ex Cl+Ex Cl+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\Mitigated1887 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 ■- 4\ 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) 40 40 40 40 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 015 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) 271 271 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 Summary 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:\Projects1887-Lexington(King Street Properties)\Synchro\TIAS021Mitigated\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:371 # 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 02 41, 1- 05 1 tib 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 --V 41 I Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations r ' t 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 Satd. 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 Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 t 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) 40 3.5 40 40 40 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) 71 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 0.97 017 Control Delay 37.3 0.5 24 5 1 1 371 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 1 371 5.3 LOS D A C A D A Approach Delay 1.5 91 33.0 Approach LOS A A C 90th%ile Green(s) 6.0 23 0 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 010 0 32 0 61 0 35 0.97 017 Intersection Summary 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 ts ' 02 41 I 04 ' 40%44° tit* ` ■ ..�±4\35 4' o6 152'1 :43: .... ; 4i, 4' '4' ex G.\Projects1887-Lexington(King Street Properties)\Synchro\TIASO2\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 - C 4— 4\ Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations 4' 4' 'I ri 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 Cl+Ex Cl+Ex Cl+Ex Cl+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 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) 40 40 40 40 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 Spiliback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.26 011 0.25 0 31 Intersection Summary 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)1Synchro\TIAS021Mitigated\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 Splits and Phases: 5 Route 2 WB off-ramp&Hayden Avenue -402 Oarr £S ' R 4k '14 +- 06 7 Wit 14 'i � � X4'4 -..'' ;,v. - Vii' :: 'Y p x" .z. d `3:F%.°s` '-'.. ,4 P'74; 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 Nir 4\ t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations r 19 1' tri 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 Cl+Ex Cl+Ex CI+Ex Cl+Ex Cl+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:IProjects1887-Lexington (King Street Properties)1SynchrolTIAS021Mitigated1887 B PM(Mitigated).syn MDM Transportation Consultants, Inc. Lanes, Volumes, Timings 2024 Build Condition - Mitigated 6 Waltham Street & Hayden Avenue * Weekday Evening Peak Hour -NiT 4\ I 4/ 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) 40 3.5 40 40 40 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) 40 40 40 40 40 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 8.1 16.8 3.8 Queue Delay 0.0 00 00 00 0.0 00 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 0 291 291 291 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 Summary 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' 101 Intersection LOS: B G:1Projects1887-Lexington(King Street Properties)1Synchro\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. 341 # 95th percentile volume exceeds capacity,queue may be longer Queue shown is maximum after two cycles. 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Mari 9. rFolere, 09CP 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: 1 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% FY17 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%. FY17 Industrial Property Taxes2 $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 I7 Tax Classification Report,Dec.5,2016. 2 Exhibit D,FY17 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. Census3 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 age5 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% 3 2000 Census figures and 2014 American Community Survey a Appendix C,Five-year Enrollment Forecast Study,2014&School Department 2016 figures. 5 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 Residential 88% c � Personel Property 2% Commercial ndu trial 7% 3% 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. 6 Assessment Categories for FY16,2016 Town Report page 67 4 Figure Two General Fund FY2017 Capital Investment Other 2.80% 4.09% Shared Expenses � a 26.04% � y t Education X37 s-.9✓ � \Z �� \ \ � General �� 49.69% Government ,,r�``'\ 3.23% �w� 21 Land Use,Inspec tr Edev 1.12% _€. ay Servfres Publicks. ( Culture& Fire Department Police t epa€t.r c Recreation 3.23% 3,41% 1.24% Table One Appropriation History?2014—2017 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 I $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 5 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 junsdiction(s) in which growth is taking place"8 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 Burchell,Listokin&Dophin. 6 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 mdustrlal/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 Yearly 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 11 300 Shire Way $36,867,000 120,704 $305 43 11 400 Shire Way $58,452,000 185,516 $315.08 1 113-115 Hartwell Ave $28,819,000 102,096 $282.27 1 125 Spring Street $11,508,000 46,558 $247 18 Average $254,982,000 825,075 $309.04 Proposed Office/Laboratory $61,808,199 200,000 Estimated Taxes @ $28 13 $1,738,665 4.2 Community Preservation Act Surcharge The Town of Lexington has adopted the Community 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 properties12 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 Estimated W/Property Cost Per Sq. Ft. 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 $1,869,825 Additional one-time payment revenues will also be realized as part of the development, these will be detailed further below 9 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 Avg. Projected . Avg.Call Call Per Yearly Project Town Units ; ,. Per Year Unit 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 . Avg. Projected Avg. Call Call Per Yearly Project Town Units Per Year Unit 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 I 0 00003 Totals 546,503 8 333 0.00002 Proposed Office/Lab. ( � 200,000 Avg Projected Amb Calls Avg. Call Call Per Yearly Project Town Units Three<Yeats; I Per Year Unit Calls 33 Hayden Ave I Lexington I 198,000 I 2 0 667 0 00000 45-55 Hayden Ave. I Lexington I 180,407 I 3 I 1 000 10 00001 65 Hayden Ave. Lexington 66,000 2 0 667 0 00001 113-115 Hartwell Ave I Lexington I 102,096 4 1 333 10 00001 Totals I 546,503 3 667 0.00001 Proposed Office/Lab. ( 1200,000 I I .1 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 Emergency Service Calls 2014-2015 2014 2015 I 2016 Avg. 15,509 15,982 I 12,936 14,809 1,317 1,319 I 1,275 1,304 EMS. 1 2,414 2,300 I 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 Impact FY 2017 Annual Department Budget14 Callsl5 Cost/call Est.Calls 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 FY 2017 Calls Per Department Budget 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 findings 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 16 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 $1 2/$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 FY2016 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%. FY17 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% FY17 Industrial Property Taxes'8 $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,FY17 Tax Classification Report,Dec.5,2016. 18 Exhibit D,FY17 Tax Classification Report,Dec.5,2016. 16 AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE 10 Rangeway• Street Adequacy Determination ITEM PRESENTER. NUMBER. SUMMARY The action deadline for this apphcation 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 staff,uttntrary (t ,'e r Menu o��a M�1Rp,h0�' Lexington Planning Office APRIL Summary and Staff Recommendation i' /NO1°r. 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 LEXINGTON MA 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 ITEM PRESENTER. NUMBER. SUMMARY The action deadline for this apphcation 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 viabihty of the Proof Plan. As the apphcant 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 SSD 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 D 11ictin Ntitoruil ('‘ tiNloino D VIiii Backtip NIffivri.,11 N', 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 distnct 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\6009\ADMIN\reports\Sketch Plan Submittal PackageWIannin,gi.ctter2017-08-23doc Enclosures cc Todd Cataldo (2 Sets) Lexington Town Clerk's Office (1 Set) DocuSign Envelope ID'AACAE77C•OD3C-4115-B27F 771 E5EE007CD uS MogN, .0 1115 ho Town of Lexington Planning Department Lob APBs Pr �'xiNcat 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 PROJECT1106 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: wp Cstodd.�i. faxsarmaj2-1uaz .......`..-..1T`.L.wa v.. Far (781)B81-73119 Pym 2 of 4 08/22/2017 028 AN For n B-General Application for Approval 2 of Plan for Development B. D ON OF LAND The lard to be developed is located and described: #'s«1106 Street Mwrxchuu tta Avenue 1♦If numbers have not yet been issued yet,use approximate street numbers. Town Lexington Assessors Map# 30 Lot(s)# 65 and M # Lot(s)# C. CAM'AND OWNER D+IFORMATION Note: the Development Regulations permit a person other than the owner to file an application,with the written pemtitsion of the owner,and if the applicant states the nature of his/her interest Applicant's Name: Todd Cataldo(Sheldon Corp.) Is applicant owner? Yes, x No Signature ofApplicant: / Z Appli*. 's Business address: 121 Merrett Road,Lexington,MA 02421 I App ' , # : Photo#:(78$ 661-17T5 Applicant's FAX# (781)6614389 If the • a licant is not the owner what is the nature of his/her interest in the land? Pu . e and develop upon approvals. Note: Tisa Planning Department requires that one person act as coordinator/contact person fbr an application. That person s assumed to be the applicant unless a member of the development team is designated. Note:The owners of all land affected by this development must sign this application. SIGNATURES OF OWNERS Owner ef Existing Lots)# 65 Owner of Eidsting Lots)# 65 csessu 41: L— .� 1� / f7,8A4141 p Fes. _Owners Name o Owners Stevan Fosburry Name of Owners Linda B.Fosburg Owner .f<Rusting Let(s)# Owner of Waling Lots)# Signatuac of Owners Signature of Owners Name of Owners Name of Owners Docusign tnvelope ID•AAC AE//(.-0D3C-4115-B27F-771 E5EE007CD Form B - General Application for Approval 3 of a Plan for Development D. CALCULATION OF FEE(See§175-12D(7)) Type of Application or Number Rate per Sub Fixed Total Action of Lots Lot Total Rate Filing Fee: 3 * 500 1,500 + 1,500 3,000 Creditable Prior Payment Total Filing Fee due with application $3,000 Type of Application or Number Rate per Sub Fixed Total Action. of Lots Lot Total Rate Review Fee: * = + — Creditable Prior Payment Total Review Fee due with application Note: A separate fee is required for filing 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. 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CI, rn 43 a) ...E . to g•-,,,z E 774 E c,, . co 0.) f— r.i. ..... __0 c,, I " z 0 4-, W Z II 4 C1-1 0 c r,g iviEr Town of Lexington 4 Planning Department Am,re 1625 Massachusetts Avenue Tel. (781)862-0500 x245 Lexington,MA 02420 Fax:(781)861-2748 FORM G-CE DESIGNER'S CERTIFICATE CIVIL ENGINEER 8/23/17 (date) To the Planning Board 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 N/A Michael J Novak, PE Space for P o s>i+nal Civil Engineer Registr..2 � "S�v 0 500 Cummings Center Suite 5950 (/( MICHAEL J. -col, timi -I Beverly, MA 01915 70.90c:::: 50696 Address �F �o �� G/STEL � (978)299-0447 Phone 1625 MASSACHUSETTS AVENUE• LEXINGTON, MASSACHUSETTS 02420 1i • 4, f A Town of Lexington Planning Department Amt 1.1' 1625 Massachusetts Avenue Tel.(781)862-0500 x245 Lexington, MA 02420 Fax. (781)861-2748 FORM G-LS DESIGNER'S CERTIFICATE LAND SURVEYOR 8/23/17 (date) To the Planning Board. 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 Space for Professional Land Surveyor Registratiarq. . 3 44 ,P� % OFMq �a Address • �� KEVIN 11- t � E.500 Cummings Center, Suite 59500x3968 No.39683 v P 90FEss\off P s Beverly, MA 01915 Na suavE'to 4a ►►►bvvvv' (978)299-0447 Phone 1625 MASSACHUSETTS AVENUE• LEXINGTON, MASSACHUSETTS 02420 Town of Lexington _. k Planning Department k 1625 Massachusetts Avenue Tel. (781)862-0500 x245 Lexington, MA 02420 Fax. (781)861-2748 FORM G-LA DESIGNER'S CERTIFICATE LANDSCAPE ARCHITECT 8/23/17 (date) To the Planning Board. 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 Space for Professional a %i a l,.. 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'4 A 111 ['i II 1 I I. 1 I 1 I 1 I OP 1 00 I 1 1 G , , I ._-_----4-/• , 1 , 1 ,,....0, ,,,i;'''; 7,1 Vt_ 11,#. 4' -4',-• .,, 1 ( 1111 11 -----.., -----_____ , I 1 I , I 1 AGENDA ITEM SUMMARY LEXINGTON PLANNING BOARD AGENDA ITEM TITLE Board Member Reports ITEM PRESENTER. NUMBER. SUMMARY This is a standing agenda item to provide an opportunity for Board members to share with colleagues and the pubhc 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