The URL can be used to link to this page

Home My WebLink About07-02-20 Planning Commission AgendaThursday, July 2, 2020 7:00 PM City of South San Francisco P.O. Box 711 (City Hall, 400 Grand Avenue) South San Francisco, CA Municipal Services Building, Council Chambers 33 Arroyo Drive, South San Francisco, CA Planning Commission Regular Meeting Agenda 1 July 2, 2020Planning Commission Regular Meeting Agenda WELCOME If this is the first time you have been to a Commission meeting, perhaps you'd like to know a little about our procedure. Please note that due to the COVID-19 outbreak, this meeting is teleconference only, and will be conducted pursuant to the provisions of the Governor’s Executive Order N29-20 issued on March 17, 2020 allowing for deviation of teleconference rules required by the Brown Act and pursuant to the Order of the Health Officer of San Mateo County dated March 31, 2020. Planning Commissioners teleconferencing: Alan Wong, Michele Evans, Norm Faria, JulieAnn Murphy, Alex Tzang, Sam Shihadeh, and Robert Bernardo The public may view or comment during this meeting from a computer, laptop,tablet, or smartphone: https://global.gotomeeting.com/join/448424613 You may need to also install the GoToMeeting app on your device prior to joining the meeting: Https://global.gotomeeting.com/install/448424613 You can also dial in using your phone: United States: +1 (408) 650 - 3123 / 448 - 424 - 613 Please note that dialing in will only allow you to listen in on the meeting. To make a public comment during the GoToMeeting session, join the meeting from your computer or mobile device, enter your name, and request to comment through the “Chat” function and a staff person will add you to the queue for comments and unmute your microphone during the comment period. In the alternative, you may also provide email comments received during the meeting will be read into the record. Under Oral Communications, at the beginning of the meeting, persons wishing to speak on any subject not on the Agenda will have 3 minutes to discuss their item. The Clerk will read the name and type of application to be heard in the order in which it appears on the Agenda. A staff person will then explain the proposal. The first person allowed to speak will be the applicant, followed by persons in favor of the application. Then persons who oppose the project or who wish to ask questions will have their turn. The Commission has adopted a policy that applicants and their representatives have a maximum time limit of 20 minutes to make a presentation on their project. Non-applicants may speak a maximum of 3 minutes on any case. Questions from Commissioners to applicants or non-applicants may be answered by using additional time. Remote Public Comments: Members of the public wishing to participate are encouraged to submit public comments in writing in advance of the meeting. The email and phone line below will be monitored during the meeting and public comments received will be read into the record. The City encourages the submission of comments by 6:00pm Page 2 City of South San Francisco Printed on 10/14/2022 2 July 2, 2020Planning Commission Regular Meeting Agenda on Thursday, July 2, 2020, to facilitate inclusion in the meeting record. A maximum of 3 minutes per individual comment will be read into the record. Comments that are not in compliance the Planning Commission’s rules of decorum may be summarized for the record rather than read verbatim. Email: PCcomments@ssf.net Electronic Comments received by email will be monitored during the meeting and read into the record. We ask that you limit your electronic comments so that they comply with the 3 minute time limitation for public comment. Planning Division Hotline: (650) 829-4669 Voice messages will be monitored during the meeting, and read into the record. Your voicemail should be limited so that it complies with the 3 minute time limitation for public comment. Observing the Meeting: This teleconference meeting may be observed via livestream: https://www.ssf.net/government/city-council/video-streaming-city-and-council-meetings/planning-commission Any interested party will have 15 calendar days from the date of an action or decision taken by the Planning Commission to appeal that action or decision to the City Council by filing a written appeal with the City Clerk as provided under Chapter 20.570 of the South San Francisco Municipal Code. In the event an appeal period ends on a Saturday, Sunday, or any other day the City is closed, the appeal period shall end at the close of business on the next consecutive business day. If any interested party, other than the applicant, wishes to obtain a copy of a Notice of Action for any Planning Commission action or decision at a hearing, the interested party must file a written request of such notification with the Planning Division in advance of that Planning Commission hearing. When the Commission is not in session, we'll be pleased to answer your questions if you will go to the Planning Division, City Hall, 315 Maple Avenue or telephone (650) 877-8535 or by e-mail at webecd@ssf.net. Page 3 City of South San Francisco Printed on 10/14/2022 3 July 2, 2020Planning Commission Regular Meeting Agenda Alan Wong, Chairperson Michele Evans Vice Chairperson Norm Faria, Commissioner JulieAnn Murphy, Commissioner Alex Tzang, Commissioner Sam Shihadeh, Commissioner Robert Bernardo, Commissioner Sailesh Mehra, Secretary to the Planning Commission Tony Rozzi, Principal Planner Billy Gross, Senior Planner Adena Friedman, Senior Planner Christopher Espiritu, Senior Planner Stephanie Skangos, Associate Planner Gaspare Annibale, Associate Planner Michele Clary, Clerk PLEASE SILENCE CELL PHONES AND PAGERS Individuals with disabilities who require auxiliary aids or services to attend and participate in this meeting should contact the ADA Coordinator at (650) 877-8505, five working days before the meeting. In accordance with California Government Code Section 54957.5, any writing or document that is a public record, relates to an open session agenda item, and is distributed less than 72 hours prior to a regular meeting will be made available for public inspection in the City Clerk’s Office located at City Hall. If, however, the document or writing is not distributed until the regular meeting to which it relates, then the document or writing will be made available to the public at the location of the meeting, as listed on this agenda. The address of City Hall is 400 Grand Avenue, South San Francisco, California 94080. Page 4 City of South San Francisco Printed on 10/14/2022 4 July 2, 2020Planning Commission Regular Meeting Agenda CALL TO ORDER / PLEDGE OF ALLEGIANCE ROLL CALL / CHAIR COMMENTS AGENDA REVIEW ORAL COMMUNICATIONS PUBLIC HEARING Report regarding consideration of an application for a Conditional Use Permit, Design Review, and Transportation Demand Management Plan for the new Automotive Sales and Services facility for Mercedes-Benz of San Francisco at 2211-2245 Gellert Boulevard, and determination that the project is categorically exempt from CEQA. (Gaspare Annibale, Associate Planner) 1. 1. Draft Findings and Conditions of Approval 2. Plan Set dated June 17, 2020 3. Project Description 4. Parking Narrative 5. Alternative Landscape Plan 6. Arborist Report 7. Design Review Board Comment Letters - April 21, 2020 and May 19, 2020 8. Transportation Impact Analysis 9. Transportation Demand Management Plan 10. Public Comments Attachments: ITEMS FROM STAFF ITEMS FROM THE PUBLIC ADJOURNMENT Page 5 City of South San Francisco Printed on 10/14/2022 5 City of South San Francisco Legislation Text P.O. Box 711 (City Hall, 400 Grand Avenue) South San Francisco, CA File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. Report regarding consideration of an application for a Conditional Use Permit,Design Review,and Transportation Demand Management Plan for the new Automotive Sales and Services facility for Mercedes- Benz of San Francisco at 2211-2245 Gellert Boulevard,and determination that the project is categorically exempt from CEQA.(Gaspare Annibale, Associate Planner) RECOMMENDATION Staff recommends that the Planning Commission (1)determine that the proposed Planning Project (P20- 0002)is categorically exempt from the provisions of the California Environmental Quality Act (CEQA) as a Class 2 Replacement or Reconstruction project pursuant to CEQA Guidelines section 15302(b),and (2)approve the entitlements request for a Conditional Use Permit (UP20-0001),Design Review (DR20- 0002),and Transportation Demand Management Plan (TDM20-0002),based on the attached Draft Findings and subject to the attached Draft Conditions of Approval. BACKGROUND/DISCUSSION The applicant,Mercedes-Benz of San Francisco,is seeking entitlements to construct a new Automotive Sales and Services facility at 2211 Gellert Boulevard (APN 091-661-180)and 2245 Gellert Boulevard (APN 091-661 -171-8).The applicant is moving to South San Francisco to expand their business operations and obtain more space for vehicle inventory.The project would redevelop the former site of the Gellert Square Plaza and Orchard Supply Hardware (OSH)store into new commercial buildings.The redevelopment of the site would replace the existing Retail Sales use with another commercial use Automotive/Vehicle Sales and Services. The project is seeking approval for a Conditional Use Permit (UP19-0001)for an Automotive/Vehicle Sales and Services use,Alternative Landscape Plan for tree requirements,and variation for the designated loading/unloading area.In addition,the applicant seeks Design Review approval (DR19-0002)for the construction of the new Sales/Showroom facility and Service facility,and acceptance of a Transportation Demand Management Plan (TDM20-0002) to establish trip reduction measures. At 2211 Gellert Boulevard,the project would demolish the existing 29,807 square foot Gellert Square Plaza and build a new 30,307 square foot Service facility to accommodate a variety of programming such as sales and service of Sprinter Vans,vehicle service,wash and detail of vehicles,employee locker rooms,and automobile parts storage areas.At 2245 Gellert Boulevard,the project would repurpose and renovate the existing 76,072 square foot building that previously housed the Orchard Supply Hardware store,and reconstruct the building with the new 88,486 square foot Sales and Showroom facility.The upper level of the building would include new programming such as automobile sales and display,service drive and service reception,customer lounges, sales and administrative offices,employee lunchroom,and parts storage.The lower level of the building would be used primarily for vehicle service, parts storage, and shipping and receiving (Attachment 3). ZONING CONSISTENCY ANALYSIS The site is zoned Community Commercial (CC).The site has been used for commercial uses for several decades;the Orchard Supply Hardware (OSH)store and most recently the Gellert Square Retail Plaza.The proposed project is consistent with the development standards established for the zoning district. City of South San Francisco Printed on 10/14/2022Page 1 of 9 powered by Legistar™6 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. Table 1. Development Standards Compliance - 2211 Gellert Boulevard (Service facility) Proposed Project Development Standard Lot Size 140,401 sq. ft.5,000 sq. ft. (min.) Floor Area 30,307 sq. ft. Floor Area Ratio (FAR)0.22 0.50 (max.) Height 49’-11”50 feet (max.) Setbacks Front 149’-0”10 feet (min.) Interior Side (north)37’-6.5”0 feet Interior Side (south)21’-10”0 feet Rear 16’-2”0 feet Maximum Lot Coverage 22%50% Parking 282 65 (1 space plus 4 per service bay) 4 (1 per 250 square feet of retail, lounge, sales and office space) Total required: 69 Table 2. Development Standards Compliance - 2245 Gellert Boulevard (Sales and Showroom facility) Proposed ProjectDevelopment Standard Lot Size 185,263 sq. ft.5,000 sq. ft. (min.) Floor Area 88,468 sq. ft. Floor Area Ratio (FAR)0.48 0.50 (max.) Height 41’-0”50 feet (max.) Setbacks Front 106’-5”10 feet (min.) Interior Side (north)215’-5.5”0 feet Interior Side (south)35’-8”0 feet Rear 9’-10.5”0 feet Maximum Lot Coverage 27%50% Parking 306 62 (1 per 3,000 sq. ft. of lot area) 92 (Any accessory auto repair: 2 per service bay) 84 (1 per 250 square feet of retail, lounge, sales and office space) Total required: 238 City of South San Francisco Printed on 10/14/2022Page 2 of 9 powered by Legistar™7 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. Parking The project proposes 588 parking spaces across the two parcels.The parking spaces have been categorized into four types of parking,which include public parking (31 spaces),employee parking (55 spaces),for sale vehicle inventory parking (454 spaces),and long term and daily service inventory parking (48 spaces)(Attachment 4). The majority of public parking is allocated to the Sales and Showroom facility as this is where the greatest public parking need is anticipated.The business expects to receive (on average)visits from approximately 20 cars a day,with three or four cars visiting the dealership at any one time.In addition,55 spaces are allocated for employee parking at the far north end of the site.Based on the owner’s current facility in San Francisco,it is anticipated the demand/need for these parking spaces will be less as many employees will take public transportation or carpool to work.The Transportation Demand Management (TDM)Plan will implement trip reduction measures to encourage employees to use alternative modes of transportation,therefore minimizing trip generation and parking impacts. Lastly,the remaining 502 parking spaces are reserved for inventory parking with 48 spaces reserved for long term and daily service inventory parking.These parking spaces are positioned throughout the site and linked by drive aisles that provide landscaping and directional signage.These spaces are stacked given space constraints, however,these spaces will sufficiently satisfy Mercedes-Benz facility requirements.The proposed composition of parking provides ample public and employee parking while also maximizing inventory parking to assist in the operation of the business and meet the parking needs created by the use. The project falls under the category of Sales and Service in the Commercial Land Use classification and is exempt from providing short-term bicycle parking spaces.However,the project is required to provide long- term bicycle parking at a ratio of 1 space for each 25 required parking spaces with 25 or more employees. Based on the function of parking spaces,this requirement is calculated for the 86 public and employee parking spaces,therefore,the project is required to provide three long-term bicycle parking spaces.The applicant is proposing four long long-term bicycle parking spaces and will be located within the southern portion of the Service facility, which is centrally located on the site. Conditional Use Permit The project is seeking approval for a Conditional Use Permit for an Automotive/Vehicle Sales and Services use, Alternative Landscape Plan for deviation of tree requirements,and variation for the designated loading/unloading area.The Use Permit process is intended to apply to uses that are generally consistent with the purpose of the district where they are proposed,but require special consideration to ensure that they can be designed,located,and operated in a manner that will not interfere with the use and enjoyment of surrounding properties. Automotive/Vehicle Sales and Services Automotive/Vehicle Sales and Services is a permitted use with the approval of a Conditional Use Permit.The site is developed with a commercial use and is redeveloping the site into another commercial use -Retail Sales to Automotive/Vehicle Sales and Services.The project is repurposing and renovating the existing Orchard Supply Hardware building to add additional space on the upper level,and is demolishing the existing Gellert Square Plaza to develop a structure of a similar building footprint.Therefore,the proposed use adds to the full range of commercial and office uses in the area to promote a sustainable economy,provide a variety of goods and services for residents,employees,and visitors,and increase employment opportunities close to home for current and future residents.The project would not interfere with the use and enjoyment of surrounding properties as another commercial use is establishing on the site and appropriate conditions have been City of South San Francisco Printed on 10/14/2022Page 3 of 9 powered by Legistar™8 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. recommended to minimize impacts. Landscaping - Alternative Landscape Plan The project proposes landscaping site improvements that provide environmental quality for the site and surrounding area.The project is required to provide a minimum amount of 10%site landscaping,but proposes to exceed this standard by landscaping approximately 17%of the site,specifically along Gellert Boulevard and within select areas of the site.In general,the project has employed approaches and best practices that are appropriate for the intended use while adhering to the majority of the City’s landscaping requirements.These strategies consist primarily of: ·Using trees that are well suited for a car dealership in that selected trees produce minimal litter ·Landscaping the property in a manner that meets regulatory requirements for storm water/WELO and is consistent with neighboring landscape areas, while also facilitating operation needs of the business ·Using 98.7% low water use plants, making the project WELO compliant ·Tree species are selected from the recommended City tree list ·The project uses approved shrub species in bio retention planters; ·The project uses a combination of fleshy and grassy plants on the interior,which help with operations to minimize car damage ·The project uses woody and flowering plants along the perimeter for longevity and to punctuate ingress/egress points ·The project will preserve some existing trees by maintaining appropriate building clearance between proposed hardscape and existing tree trunk,water during construction,and minimizing planting in tree understory While the techniques identified above have resulted in a landscape design that is vibrant,diverse,and appropriate for the use,the project has unique characteristics that make the City’s landscaping of parking areas difficult to satisfy (Attachment 5).Per Chapter 20.330.010 the project is required to provide one tree for each five parking spaces,which equates to 118 trees for 588 parking spaces.However,the business operations for this use provide unique tension between trees and vehicle inventory storage,in that trees present an ongoing maintenance challenge and potential risk of damage and liability to the costly vehicle inventory.Therefore,the project proposes to provide the required number of trees as it relates to daily parking for public and employee parking areas,maximize tree locations along the perimeter of the property,and preserve protected trees where possible,but will remain tree deficient within vehicle inventory parking areas.Essentially,the project will provide 88 trees on-site;25 protected trees will remain (Attachment 6),and the remainder will be located along the perimeter as mitigation trees and within the employee and public parking areas. In order to address the tree deficiency,the applicant proposes to meet the required number of trees by allocating funds to the City’s tree bank and/or through off-site planting and improvement strategies.This may include providing additional trees within the center median along Gellert Boulevard and/or repairing and replacement of the center median backflow preventer for the irrigation system.Therefore,this allows for the project to be developed in a manner that is generally consistent with the City’s landscape requirements,while providing alternative measures that serve as a net benefit for the business and the surrounding neighborhood.(Note:the tree deficiency number presented based on the understanding of the Planning Division may change with the ongoing tree removal process with the Parks and Recreation Department). Location and Number of Designated Loading Areas The project proposes to locate the designated offloading area at the front of the property by modifying the City of South San Francisco Printed on 10/14/2022Page 4 of 9 powered by Legistar™9 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. The project proposes to locate the designated offloading area at the front of the property by modifying the location requirements through the Use Permit.Typically,loading areas are located at the rear or interior side of buildings,however,the project warrants a variation due to the location,shape and design of the site,the location and design will not impede pedestrian circulation,and operation of the loading area is compatible with the surrounding development.The site development of both parcels will involve reconfiguration of the existing parking lots to provide a clear and intuitive path for Sales and Service customers to both buildings as well as a logical flow for the operation of the dealership,including non-disruptive locations for vehicle offloading and customer queuing at peak times.The loading area is located within the center of the site and provides convenient access to the vehicle inventory storage areas.In addition,the loading area is more than 50 feet from the adjacent residential district, and proposed landscaping along Gellert Boulevard will screen the loading area. Furthermore,the project is required to provide two loading spaces per building,however,due to the nature of the proposed use,such loading space will not be needed,and is therefore modifying this requirement through the Use Permit as well.The project is expected to receive (on average)two carriers per day for the delivery of cars, and as such one loading space will meet the needs of the business operation. Design The proposed design includes redeveloping the site to demolish the existing 29,807 square foot Gellert Square Plaza and build a new 30,307 square foot Service facility,and repurpose and renovate the existing 76,072 square foot Orchard Supply Hardware building to house the new 88,486 square foot Sales and Showroom facility.The Sales and Showroom facility will add approximately 12,000 square feet of new space;two story addition for parts storage added to the east of the building,and an addition constructed to the south over an existing roof to accommodate additional staff and administrative space.Furthermore,the existing garden center space located at the northeast corner of the building would be reconstructed for the service reception drive. The buildings will exhibit architectural relief and detail in such a way that creates visual interest at the pedestrian level through details such as window trim,window recesses,and changes in material and color.The use of materials and colors will enhance architectural interest and emphasize details and changes in plane.The Showroom facility exterior walls exhibit projections with significant depth,and glazing is provided for a modern and contemporary design.The Service facility building will also provide a contemporary modern design with glazing provided at the southeast corner of the building for the customer lounge space.In addition, building height is varied to exhibit the change in slope of the site,and the architectural feature provided within the rear of the Service facility is a design element that is attached to the building to provide adequate identification for Mercedes-Benz.This design element conforms to building height standards for the CC Zoning District,and has demonstrated consideration for the quality of the visual environment and aesthetic character of the community.On-site pedestrian circulation and access is provided internally to connect all buildings and parking areas on-site,as well as access to the public street network.Lastly,new landscaping will improve the environmental quality of the site and surrounding area,and will provide screening between the surrounding uses and the business operation. Transportation Demand Management The City requires all new non-residential development that would generate more than 100 daily trips to prepare a TDM Plan to achieve at least a 28%alternative mode share.As proposed,the project is anticipated to generate more than 100 daily trips,and is required to implement a TDM program.The TDM Plan,prepared by Hexagon Transportation Consultants (Attachment 9),identifies appropriate TDM measures that have the potential to achieve the required 28%alternative mode use by employees.The proposed measures include strategies and incentives to encourage employees to use alternatives other than driving alone,such as walking,bicycling,use City of South San Francisco Printed on 10/14/2022Page 5 of 9 powered by Legistar™10 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. incentives to encourage employees to use alternatives other than driving alone,such as walking,bicycling,use of public transportation,or carpooling when traveling to and from work.Existing transportation services within the area such as SamTrans bus routes,BART service,and bicycle and pedestrian routes support the use of commute alternatives.However,given the terrain and location of the project site from available transit,bicycle, and pedestrian connections,the TDM measures that would be most effective and realistic for the project are more limited. Some of the TDM measures proposed include the following: ·Carpool and Vanpool Ride Matching Services and Incentive Program:this allows the employer to match potential carpoolers and vanpoolers by administering a carpool/vanpool matching application with those who work on-site or nearby. ·Guaranteed Ride Home:this provides carpool,vanpool and transit riders with guaranteed paid rides home in emergency situations. ·Shuttle Program:this provides shuttle service for employees and visitors to the South San Francisco BART station and other destinations within a 2.5 mile radius of the project site. ·Subsidized Transit Passes:this encourages employees to use transit rather than drive to work by subsidizing employee costs for the use of public transportation such as BART, Caltrain or buses. The project applicant will be responsible for ensuring that the trip reduction measures are implemented to the level necessary to achieve the trip reduction goal for the life of the project.Other TDM measures can be implemented in addition to the above mentioned measures,such as enhancing bicycle and pedestrian access and facilities for employees;these are encouraged as they would further support the reduction of drive-alone vehicles trips to the project site.The effectiveness of the TDM Plan shall be monitored with an annual survey, which has been conditioned as part of the Conditions of Approval. Transportation Impact Analysis The Transportation Impact Analysis was conducted for the purpose of identifying the potential transportation impacts related to the proposed development (Attachment 8).The potential effects were evaluated in accordance with the standards set forth by the City,and City/County Association of Government of San Mateo County.The traffic study analyzed traffic operations for nine signalized intersections and two unsignalized intersections in the vicinity of the project site,which includes an analysis of vehicular,transit,bicycle,and pedestrian access and parking.Traffic conditions at the study intersections were conducted using Level of Service (LOS)to provide a qualitative description of operating conditions.As previously described,existing uses on the project site included a large-format retail hardware store use and strip-mall retail uses.The traffic study includes an analysis of weekday AM peak hour traffic conditions,however,because the project was found to generate fewer PM peak hour trips compared to existing land uses on the project site,the project conditions during the PM peak hour scenarios were analyzed qualitatively. Trip generation rates for the proposed project were based on published trip rates presented in the Institute of Transportation Engineers (ITE),Trip Generation Manual,10th Edition,for Auto Dealership (Land Use Code 840).Average rates were used to determine the magnitude of trips that would be generated by the project. Taking into account the trip credit received from existing uses and the previously occupied hardware store onsite,the project is estimated to generate a total of 621 fewer daily trips with a net increase of 68 total trips occurring during the AM peak hour and net decrease of 52 total trips occurring during the PM peak hour.It is important to note that while the proposed auto dealership use would be considered a retail use,the nature of this retail is specialized and would not induce a comparable number of trips compared to existing restaurants or the former large-format hardware store on the project site.Therefore,the expected trip generation from the car dealership is not expected to have a significant impact on the surrounding area as the proposed project is not a City of South San Francisco Printed on 10/14/2022Page 6 of 9 powered by Legistar™11 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. typical retail use. Vehicle Miles Traveled (VMT) SB 743 signed in 2013 requires the Governor’s Office of Planning and Research (OPR)to identify new metrics, aside from Vehicle Delay and Level of Service,for identifying and mitigating transportation impacts of a project under CEQA.VMT captures trip length and the total miles traveled by motorized vehicles that a development is expected to generate in a day.If the project was evaluated using VMT,the project would consider Mercedes-Benz dealerships within proximity to the site,which include Mercedes-Benz San Francisco (13 miles from site)and Autobahn Motors in Belmont (16 miles from site),and would consider the project in relation to these existing dealerships.Since there are no other Mercedes-Benz car dealerships between San Francisco and Belmont,locating the proposed development at the project site would shorten car service trips for existing and future owners in the project area.Although the project could increase the VMT generated by employees,the reduction in the VMT generated by car service trips would be more than enough to offset the increase in employee related VMT.Therefore,the proposed Mercedes-Benz would result in an overall reduction in VMT,and would not result in a different impact conclusion from applying LOS.In addition,the proposed project would implement a TDM Plan that encourages employees of the proposed auto dealership to use alternative modes and include the provision of employee shuttles to transit to help employees bridge the last -mile connection challenges that are present at the site. GENERAL PLAN CONSISTENCY ANALYSIS The City’s General Plan designates the parcel as Community Commercial.The proposed use is therefore consistent with the General Plan in that automobile sales and repair service businesses are permitted in this District.The site is developed with a commercial use and is redeveloping the site into another commercial use - Retail Sales to Automotive/Vehicle Sales and Services. DESIGN REVIEW BOARD The project was reviewed by the Design Review Board (DRB)on April 21,2020 and May 19,2020 (Attachment 7).The Board liked the building design and provided feedback regarding site and landscaping details.The Board recommended alternative landscaping vegetation for the site,however,the applicant has selected trees from the City’s approved tree list and believes the proposed landscaping species is appropriate given the constraints from the business operation.The board was concerned with the size of the architectural feature,however staff supports this as it is a design element attached to the building and therefore meets building height standards for the zoning district.Furthermore,the project has been conditioned to address the concerns raised by the Board with regards to lighting and illumination impacts on the surrounding residential neighborhood. COMMUNITY OUTREACH AND PUBLIC COMMENTS Neighborhood Outreach Due to the recent impacts of the COVID-19 pandemic,the traditional in-person neighborhood meeting could not be held at this time.However,the applicant has adapted to the circumstances presented,and has mailed over 700 informational flyers to residents and property owners within 500 feet of the project site.The flyer presented information regarding the project and included an FAQ section with contact information for citizens to have direct contact with the applicant. Correspondence Received The project received eight correspondences from the community.Four of the correspondences were in opposition to the project and the concerns focused on the appropriateness of locating this use within this area of the City.Two correspondences were received in support of the project;an email and phone call from two City of South San Francisco Printed on 10/14/2022Page 7 of 9 powered by Legistar™12 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. the City.Two correspondences were received in support of the project;an email and phone call from two residents expressed their excitement for the project.The residents welcome the growth happening in the area, and like how the project will achieve the sites full potential and believe this will be a significant increase in quality from what has been located on-site.Lastly,two correspondences were received from residents with questions regarding when the restaurants will be moving,when Mercedes-Benz will be moving into the site, and the impacts the project will have on the neighboring residential building.Some of the concerns expressed by residents include:noise and dust from construction,noise from maintenance operations,light pollution, deliveries,car alarms,and the impact of small businesses.The applicant and staff has responded and addressed these questions of concern. These comments are attached to the report (Attachment 10). ENVIRONMENTAL REVIEW The proposed project has been determined to be categorically exempt under the provisions of CEQA Class 2, Section 15302(b),Replacement or Reconstruction (CEQA Guidelines).The proposed structures will replace and reconstruct existing commercial structures with new commercial structures of substantially the same size, purpose,and capacity.The project will not result in significant environmental impacts due to unusual circumstances as the change in use is from the more general Retail Sales classification to the more specific Automobile/Vehicle Sales and Service classification,with the underlying use being substantially similar as both uses allow for sales combined with other services.The project is estimated to generate a total of 621 fewer weekday daily trips with a net increase of 68 trips occurring during the AM peak hour and net decrease of 52 trips occurring during the PM peak hour.Therefore,the expected trip generation from the car dealership is not expected to have a significant impact on the surrounding area as the proposed project is not a typical retail use. In addition,the project is proposing to demolish existing commercial buildings and construct new commercial buildings on the same sites.The existing 29,807 square foot commercial structure at 2211 Gellert Boulevard will change in building square footage by 1%and be replaced with the new 30,307 square foot Service facility of a similar building footprint.The existing 76,072 square foot commercial structure at 2245 Gellert Boulevard will change in building square footage by 16%and be reconstructed with the new 88,468 square foot Sales and Showroom facility.The change in this building square footage is split between two floors and majority of the addition will be on the second floor to accommodate staff and administrative space,which will not significantly impact the amount of lot area occupied by building area.The expanded square footage would serve the automobile sales purpose and therefore the replacement of the structure is substantially the same as the prior facility.The current proposed use and the prior use at this site are similar commercial and retail uses,and there is no indication from the project circumstances that the proposed use would create any special or unusual circumstance that would create additional significant environmental impacts.Thus,this project is categorically exempt from CEQA as a Class 2 replacement or reconstruction project. CONCLUSION The project proposes to redevelop the site of the former Gellert Square Plaza and Orchard Supply Hardware (OSH)store and build a new Mercedes-Benz car dealership.The project would demolish the existing Gellert Square Plaza and build a new Service facility,and would repurpose and renovate the existing Orchard Supply Hardware building for the Sales and Showroom facility.The proposed structures will replace and reconstruct existing commercial structures with new commercial structures of substantially the same size,purpose and capacity.The project will generate fewer weekday daily trips and will implement trip reduction measures to offset traffic and transportation impacts.The recommended Conditions of Approval will ensure proper management of the business and help mitigate any negative impacts to the surrounding neighborhood. Therefore,staff recommends that the Planning Commission make findings and determine that the proposed City of South San Francisco Printed on 10/14/2022Page 8 of 9 powered by Legistar™13 File #:20-393 Agenda Date:7/2/2020 Version:1 Item #:1. Therefore,staff recommends that the Planning Commission make findings and determine that the proposed project is categorically exempt under the provisions of the California Environmental Quality Act (CEQA), Class 2,Section 15302(b)Replacement or Reconstruction,and approve the entitlements request for Planning Project (P20-0002),Conditional Use Permit (UP20-0001),Design Review (DR20-0002),and Transportation Demand Management Plan (TDM20-0002)subject to the attached Draft Findings and Draft Conditions of Approval. Attachments to the Staff Report 1.Draft Findings of Approval and Conditions of Approval 2.Plan Set dated June 17, 2020 3.Project Description 4.Parking Narrative 5.Alternative Landscape Plan 6.Arborist Report 7.Design Review Board Comment Letters - April 21, 2020 and May 19, 2020 8.Transportation Impact Analysis 9.Transportation Demand Management Plan 10.Public Comments City of South San Francisco Printed on 10/14/2022Page 9 of 9 powered by Legistar™14 Page 1 of 29 DRAFT FINDINGS OF APPROVAL P20-0002: UP20-0001; DR20-0002; TDM20-0002 2211-2245 GELLERT BOULEVARD (As recommended by City Staff on July 2, 2020) As required by the Use Permit Procedures (SSFMC Chapter 20.490), Design Review (SSFMC Chapter 20.480) and Transportation Demand Management (SSFMC Chapter 20.400), the following findings are made in support of a Conditional Use Permit, Design Review and Transportation Demand Management Plan to construct and operate an Automotive/Vehicle Sales and Services use at 2211-2245 Gellert Boulevard in the Community Commercial (CC) Zoning District, in accordance with Title 20 of the South San Francisco Municipal Code (SSFMC), based on public testimony and materials submitted to the South San Francisco Planning Commission which include, but are not limited to: Application materials submitted February 4, 2020; revised project plans dated stamp received June 17, 2020; Planning Commission staff report dated July 2, 2020; and Planning Commission hearing of July 2, 2020. 1. Conditional Use Permit A. The proposed use is an allowed use within the Community Commercial (CC) zoning district and complies with applicable standards and requirements of South San Francisco Municipal Code Title 20 Zoning, in that the site is developed with a commercial use and is redeveloping the site into another commercial use – Retail Sales to Automotive/Vehicle Sales and Services. The proposed use adds to the full range of commercial and office uses in the area to promote a sustainable economy, provides a variety of goods and services for residents, employees, and visitors, and increases employment opportunities close to home for current and future residents. The redevelopment of the property is appropriate to the physical characteristics of the site and area because the project will minimize impacts on the surrounding neighborhood, and will foster and enhance the identity and vitality of the site. Conditions of approval will ensure continued compliance with the City’s Zoning Ordinance requirements and development standards; B. The proposed use is consistent with the City’s General Plan in that the project site is designated Community Commercial, and automobile sales and repair service businesses are permitted in this District with the approval of a Conditional Use Permit. The site is developed with a commercial use and is redeveloping the site into another commercial use – Retail Sales to Automotive/Vehicle Sales and Services. The project responds to the Economic Development Objectives of the General Plan, in that the project links economic development with land use, promotes business attraction, retention, and expansion, and encourages commercial development and intensification of the site; C. The proposed use will not be adverse to the public health, safety or general welfare of the community, or detrimental to surrounding properties or improvements, in that vehicles for sale will be displayed within the designated Inventory Parking areas and housed inside the facilities, hours of operation are consistent with code standards, service to vehicles will be performed 15 Page 2 of 29 within the facilities, and security cameras, lighting, gates and boulders (as provided on the Site Plan) will provide for security of the site. The architectural feature provided within the rear of the Service facility is a design element that is attached to the building to provide adequate identification for Mercedes-Benz, and has demonstrated consideration for the quality of visual environment and the aesthetic character of the community. Furthermore, redevelopment of the site will ensure the area is more appealing for customers and surrounding neighbors, and will not result in the creation of nuisance, in that Transportation Demand Management (TDM) measures will be implemented to reduce vehicle trips, the Transportation Impact Analysis (TIA) has identified the use will generate fewer weekday daily trips than the previous use, and all lighting and illumination will conform with code standards, and as conditioned, the effect of such lighting intensity onto surrounding neighbors will be reviewed by the Planning Commission; D. The proposed use complies with design or development standards applicable to the CC Zoning District and although the project is seeking concessions due to the constraints and operations of this particular use, an Alternative Landscape Plan has been provided to demonstrate how the project intends to alternatively achieve landscaping for tree requirements. Since the loading area cannot be located at the rear or interior side of buildings, the location of the loading area warrants a variation due to the location, shape and design of the site, the location and design will not impede pedestrian circulation, and operation of the loading area is compatible with the surrounding development. However, the loading area is located more than 50 feet from the adjacent residential district, therefore meeting this code requirement, and landscaping along the project frontage will help screen this area from the surrounding neighborhood. In addition, the project is required to provide two loading spaces per building, however due to the nature of the proposed use, such loading space will not be needed, as the project is expected to receive (on average) two carriers per day for the delivery of cars, and as such one loading space will meet the needs of the business operation. E. The design, location, size, and operating characteristics of the proposed activity would be compatible with the existing and reasonably foreseeable future land uses in the vicinity because the site is developed with a commercial use and is redeveloping the site into another commercial use – Retail Sales to Automotive/Vehicle Sales and Services. The project will comply with the Community Commercial designation, which is intended for retail and service uses, and has been adequately reviewed and conditioned by the Fire Department, Police Department, Engineering Department, Economic and Community Development Department, and Public Works Department; F. The site is physically suitable for the type, density, and intensity of use being proposed, including access, utilities, and the absence of physical constraints. The site is already developed with a commercial use, and the project would repurpose and renovate the existing building at 2245 Gellert Boulevard, and would demolish the existing building at 2211 Gellert Boulevard to develop a building of the same size and location. The project will have adequate vehicular access and identification as it is adjacent to the I-280, and existing driveways along Gellert Boulevard will provide access to a Major Collector roadway. The reconfiguration of 16 Page 3 of 29 the existing parking lots will provide a clear and intuitive path for Sales and Service customers to both buildings as well as a logical flow for the operation of the dealership, including non- disruptive locations for vehicle offloading, and customers queueing at peak times. The location will meet the needs of the business operation, and existing public services and utilities will adequately ensure proper operation of the use. The proposed project has been adequately reviewed and conditioned by the Fire Department, Police Department, Engineering Department, Economic and Community Development Department, and Public Works Department; G. In accordance with the California Environmental Quality Act, staff has determined that the proposed project is Categorically Exempt pursuant to the provisions of Section 15302(b) – Class 2: Replacement or Reconstruction (CEQA Guidelines). The proposed structures will replace and reconstruct existing commercial structures with new commercial structures of substantially the same size, purpose, and capacity. The project will not result in significant environmental impacts due to unusual circumstances as the change in use is from the more general Retail Sales classification to the more specific Automobile/Vehicle Sales and Service classification, with the underlying use being substantially similar as both uses allow for sales combined with other services. The project is estimated to generate a total of 621 fewer weekday daily trips with a net increase of 68 trips occurring during the AM peak hour and net decrease of 52 trips occurring during the PM peak hour. Therefore, the expected trip generation from the car dealership is not expected to have a significant impact on the surrounding area as the proposed project is not a typical retail use. In addition, the project is proposing to demolish existing commercial buildings and construct new commercial buildings on the same sites. The existing 29,807 square foot commercial structure at 2211 Gellert Boulevard will change in building square footage by 1% and be replaced with the new 30,307 square foot Service facility of a similar building footprint. The existing 76,072 square foot commercial structure at 2245 Gellert Boulevard will change in building square footage by 16% and be reconstructed with the new 88,468 square foot Sales and Showroom facility. The change in this building square footage is split between two floors and majority of the addition will be on the second floor to accommodate staff and administrative space, which will not significantly impact the amount of lot area occupied by building area. The expanded square footage would serve the automobile sales purpose and therefore the replacement of the structure is substantially the same as the prior facility. 2. Design Review A. The project is consistent with Title 20 of the South San Francisco Municipal Code because the project is a retail and service use within a Commercial Zoning District, in that the street-facing building walls exhibit architectural relief and detail in such a way that creates visual interest at the pedestrian level through details such as window trim, window recesses, and changes in material and color. The use of materials and colors enhance architectural interest and emphasize details and changes in plane. The Showroom facility exterior walls exhibit projections with significant depth, and the 17 Page 4 of 29 Service facility building height is varied to exhibit the change in slope of the site. The architectural feature provided within the rear of the Service facility is a design element that is attached to the building to provide adequate identification for Mercedes-Benz, and conforms to building height standards for the CC Zoning District. On-site pedestrian circulation and access is provided internally to connect all buildings and parking areas as well as access to the public street network. The Automobile/Vehicle Washing Facility located within the Service building has been designed so that the form and scale is consistent with the Service building and adjacent uses, and will not have an adverse impact to the site and surrounding properties. In addition, landscaping is provided along the north (interior side) and frontage of the site to minimize visual intrusion with the surrounding neighborhood. Lighting of the site will conform with maximum height of lighting fixtures, and illumination of lighting will be shielded so as to not produce obtrusive glare onto the public right-of-way or adjoining properties; B. The project is consistent with the General Plan because the proposed project provides for automobile sales and repair services as intended under the Community Commercial land use designation; C. The project is consistent with the applicable design guidelines adopted by the City Council; D. The project is consistent with the applicable design review criteria in South San Francisco Municipal Code Section 20.480.006 (“Design Review Criteria”) because the project has been evaluated by the Design Review Board on April 21, 2020 and May 19, 2020, and found to be consistent with each of the eight design review criteria included in the “Design Review Criteria” section of the Ordinance. The project is being developed with due regard for the aesthetic quality of the site, in that landscaping will provide environmental quality for the site and surrounding area, trees have been selected from the City‘s approved tree list, and although all trees will not be provided on-site due to the constraints of the operation, the applicant will allocate funds to the City’s tree bank and/or provide off-site community benefits. The structures on site present high quality design and building materials, and relate to the existing retail uses in the immediate and adjacent areas. The architectural feature provided within the rear of the Service facility is a design element that is attached to the building to provide adequate identification for Mercedes-Benz, and has demonstrated consideration for the quality of visual environment and the aesthetic character of the community. Parking areas and perimeter landscaping have been designed to buffer surrounding land uses from the business operation, and electrical and mechanical equipment will be concealed so as to not detract from the environmental quality of the site. Furthermore, pedestrian walkways, signs, illumination and landscaping will be designed to enhance the environmental quality of the site and achieve a safe, efficient and harmonious development. 3. Transportation Demand Management 18 Page 5 of 29 A. The proposed trip reduction measures are feasible and appropriate for the project, considering the proposed use and the project’s location, size and hours of operation, in that the proposed measures include strategies and incentives to encourage employees to walk, bicycle, use public transportation, car pool, or use other alternatives to driving alone when traveling to and from work. Given the terrain and location of the project site from available transit, bicycle, and pedestrian connections, TDM measures that would be most effective and realistic for the project are more limited, however, providing such measures will assist in offsetting traffic generated by employees to reduce transportation impacts related to the proposed development. B. The proposed performance guarantees will ensure that the target alternative mode use established for the project will be achieved and maintained, in that the applicant will be responsible for ensuring that the trip reduction measures are implemented to the level necessary to achieve the trip reduction goal for the life of the project. The effectiveness of the TDM Plan shall be monitored with an annual survey, which has been conditioned as part of the Conditions of Approval. 19 Page 6 of 29 DRAFT CONDITIONS OF APPROVAL P20-0002: UP20-0001; DR20-0002; TDM20-0002 2211-2245 GELLERT BOULEVARD (As recommended by City Staff on July 2, 2020) A) Planning Division Requirements shall be as follows: 1. The applicant shall comply with the City's Standard Conditions of Approval for Commercial, Industrial, Mixed-Use and Multi-Family Residential Projects and with all the requirements of all affected City Divisions and Departments as contained in the attached conditions, except as otherwise amended by the following conditions of approval. 2. The project shall be constructed and operated substantially as indicated on the plan set prepared by PROTO Inc., date stamp received June 17, 2020 and approved by the Planning Commission in association with Planning Project (P20-0002); Conditional Use Permit (UP20-0001); Design Review (DR20-0002); Transportation Demand Management Plan (TDM20-0002), as amended by the Conditions of Approval. The final plans shall be subject to the review and approval of the City’s Chief Planner. 3. The construction drawings shall comply with the Planning Commission approved plans, as amended by the conditions of approval, including the plans prepared by PROTO Inc., date stamped June 17, 2020. 4. Any modification to the approved use, plans or conditions of approval shall be subject to SSFMC Section 20.450.012 (“Modification”), whereby the Chief Planner may approve minor changes. All exterior design modifications, including any and all utilities, shall be presented to the Chief Planner for a determination. 5. The applicant shall obtain all required permits for the initiation and operation of the proposed use. 6. Demolition of any existing structures on site will require demolition permits. 7. The business owner / operator shall be responsible for ensuring compliance with all conditions of approval. 8. Prior to the issuance of building permits the applicant shall provide a “will serve” letter from the South San Francisco Scavenger Company to the Chief Planner. The design of trash and refuse collection areas shall be consistent with the requirements of the South San Francisco Scavenger Company and with SSFMC Section 20.300.014, Trash and Refuse Collection Areas. 20 Page 7 of 29 9. Mercedes-Benz signage is not part of this submittal and all signage shall be submitted through a separate Sign Permit Application. However, the Applicant is responsible for providing site signage during construction, containing contact information for questions regarding the construction. 10. Where any elements of potential archaeological significance are discovered on the site, any work shall be put on hold and a study shall be conducted to determine archaeological significance and the course of action needed in light of the presence of such elements. Work shall not continue until the City has provided authorization to proceed. 11. Prior to occupancy all easements shall be vacated. 12. Hours of operation shall generally be as follows, unless otherwise modified by the Chief Planner: Sales Operations shall generally be: 9AM – 9PM, seven days a week Service Operations shall generally be: Monday Friday 7:30AM – 7PM Saturday 8AM – 5PM Sunday Closed 13. Subject to SSFMC Section 20.350.007 (“Automobile/Vehicle Service Stations and Washing”), the Washing Facility shall operate between the hours of 8AM – 8PM, seven days a week 14. Gates shall be provided as indicated on the Site Plan and remain locked after operating hours. 15. The gate at the south entrance of the site shall open at least 15 minutes before opening to prevent customers from queuing. 16. Loading and unloading from carriers shall only occur during the business hours as conditioned above. 17. Loading and unloading of merchandise shall occur only within the designated area identified on the Site Plan. 18. Vehicles towed to the site shall be secured and stored on-site within an area that will not interfere with adjacent business operations. 19. The applicant shall maintain an activity log for hours of operation. 21 Page 8 of 29 20. Applicant shall design and install green infrastructure as provided by San Mateo Countywide Water Pollution Prevention Program design templates and technical guidance whenever a new storm drain system is required by the Engineering Division. 21. Prior to issuance of any building or construction permits for landscaping improvements, the applicant shall submit final landscaping and irrigation plans for review and approval by the City’s Landscape Architect, or designee. The plans shall include documentation of compliance with SSFMC Section 20.300.007, Landscaping, and the Water Efficient Landscape Ordinance (WELO). Any associated fees for plan review to comply with WELO will be paid by the applicant at time of building permit submittal. 22. Prior to landscaping improvements, the applicant shall submit a Soil Report for review and approval by the City’s Landscape Architect, or designee. 23. Landscaping vegetation shall have a low height and/or greater transparency at maturity to improve visibility near the driveway connections to public right-of-ways. 24. Landscaped areas in the project area may contain trees defined as protected by the South San Francisco Tree Preservation Ordinance, Title 13, Chapter 13.30. Any removal or pruning of protected trees shall comply with the Tree Preservation Ordinance, and the applicant shall obtain a permit for any tree removals or alterations of protected trees, and avoid tree roots during trenching for utilities. 25. Prior to occupancy the applicant shall submit a Planting Plan commensurate to requirements for tree planting replacement of 30 trees, and payment into the City’s tree bank and/or replacement of the backflow system along Gellert Boulevard, or combination thereof. The Planting Plan describing these improvements shall be submitted as part of the building permit submittal and shall be mutually agreed upon between the applicant, Chief Planner and City Arborist. (Note: the number of trees the project is deficient is based on the requirements of the Planning Division and may differ through the tree removal process with the Parks and Recreation Department). 26. Landscaping installed within the public right-of-way along the projects frontage and on private property shall be maintained by the property owner. Where landscaping does not flourish or mature to the recommended size, the landscaping shall be replaced with appropriate species. 27. All exterior mechanical equipment shall be screened or incorporated into the design so as not to be visible, subject to SSFMC 20.300.012 (“Screening”). Equipment to be screened includes, but is not limited to, all roof-mounted equipment, air conditioners, heaters, utility meters, cable equipment, satellite dishes, telephone entry boxes, backflow preventions, irrigation control valves, electrical transformers, pull boxes, and 22 Page 9 of 29 all ducting for air conditioning heating, and blower systems. Screening materials shall be consistent with the exterior colors and materials of the building. 28. Subject to SSFMC 20.350.031 (“Outdoor Storage“), inventory parking areas shall be surfaced with a minimum thickness of two inches of Type A asphalt concrete over 95 percent relative compaction native soil, or a minimum thickness of six inches of Class B concrete. Such surfacing shall be permanently maintained free of structural defects. 29. Subject to SSFMC 20.350.008 (“Automobile/Vehicle Sales and Leasing”), all exterior light sources shall be energy-efficient, stationary, and shielded or recessed within the roof canopy to ensure that all light is directed away from adjacent properties and public rights-of-way. Lighting shall not be of a high intensity so as to cause a traffic hazard, be used as an advertising element, or adversely affect adjacent properties. 30. Subject to SSFMC 20.330.010 (“Parking Area Design and Development Standards”), parking areas shall be provided with lighting consistent with South San Francisco Police Department standards. The project shall maintain lighting levels as identified in the Site Lighting Plan – Photometrics, date stamped June 17, 2020. Upon building permit submittal the applicant shall provide a detailed Photometrics Plan compliant with city standards. 31. Subject to SSFMC 20.300.010 (“Performance Standards”), except public street lights, no light or combination of lights, or activity shall cast light on a public street exceeding one foot-candle as measured from the centerline of the street. 32. Subject to SSFMC 20.300.010 (“Performance Standards“), no light, combination of lights, or activity shall cast light onto a residentially zoned property, or any property containing residential uses, exceeding one-half foot candle. 33. During off hours (9:00 PM – 7:30 AM), all exterior lighting shall be dimmed to minimize disruption to the surrounding area. Certain light levels shall be maintained for life and public safety purposes. 34. Subject to SSFMC Section 20.350.009 (“Automobile/Vehicle Service and Repair, Major and Minor”), all body and fender work or similar noise-generating activity shall be conducted within an enclosed masonry or similar building with sound-attenuating construction to absorb noise. Air compressors and similar equipment shall be located inside a building. Entrances to the service bay areas shall remain closed while work is in progress, unless to bring another vehicle inside for service. 35. No use or activity shall create ambient noise levels that exceed the standards established in Chapter 8.32 (“Noise Regulation”) of the South San Francisco Municipal Code. 23 Page 10 of 29 36. Test drives shall not disrupt adjacent residential neighborhoods or happen within these areas. The route for customers shall be directed towards the freeway. 37. Subject to SSFMC Section 20.350.009 (“Automobile/Vehicle Service and Repair, Major and Minor”), the premise shall be kept in an orderly condition at all times. No used or discarded automotive parts or equipment or permanently disables, junked, or wrecked vehicles may be stored outside a building. 38. Subject to SSFMC Section 20.350.009 (“Automobile/Vehicle Service and Repair, Major and Minor”), all work shall be conducted within an enclosed building except: pumping motor vehicle fluids, checking and supplementing various fluids, and mechanical inspection. 39. Parking areas shall only be used for the purposes identified on the site plan. Employees shall park within the designated employee parking area, and shall not park within the Safeway parking lot, any adjoining properties, or on residential streets. Vehicles shall not be parked within the drive aisles. 40. Vehicles awaiting service or pick-up shall be stored within the parking lot on the property, and shall not be parked or stored on the sidewalk adjoining the property, in the street, or in any portion of the public right-of-way. 41. The perimeter parking lot where vehicles are stored shall have large boulders as shown on the Site Plan, per conditioned by the Police Department. 42. Transportation Demand Management (TDM) measures shall be implemented and provided to employees. A minimum of 28% of employees shall be provided with subsidized Transit Passes each month. 43. The business shall be subject to a six and twelve month review by the Planning Commission to verify compliance with the Conditions of Approval, effectiveness of TDM measures, and review of lighting levels and general operations as acceptable to the neighborhood. The business owner shall provide to the Chief Planner for review an operational record and statement one month prior to the required six and twelve month reviews. The operational record and statement shall include information regarding how compliance with each of the required Conditions of Approval have been satisfied, and the applicant shall work with the City to facilitate an annual survey to ensure adequate employee participation with TDM measures. 44. The Final TDM Plan shall be submitted upon building permit submittal, and the TDM fee shall be paid to the City on an annual basis. 45. In the event the applicant requires temporary structure(s) the applicant shall notify the City of the type of structure needed and the duration it will be erected for. 24 Page 11 of 29 Contact: Gaspare Annibale, Planning Division, at (650) 877-8535 or gaspare.annibale@ssf.net B) Building Division Requirements are as follows: West Coast Code Consultants, Inc. (WC3) has completed the preliminary review of the following documents for the project referenced above on behalf of the City of South San Francisco: 1. Drawings: Electronic copy dated January 31, 2020, by Proto Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, West Coast Code Consultants, Inc. (WC3) Review By: Areli Sanchez - Plan Review Engineer Quality Review By: Donald Zhao, PE, MCP, CBO - Regional Manager | SF Peninsula BUILDING INSPECTION DIVISION PLAN CHECK COMMENTS OCCUPANCY & BUILDING SUMMARY: 2211 Gellert 2245 Gellert Occupancy Groups: B/S-1 B/S-1 Type of Construction: II-B II-B Sprinklers: Yes (NFPA 13 Required) Yes (NFPA 13 Required) Stories: 1 2 Area of Work (sq. ft.):31,191 sq. ft. 87,997 sq. ft. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, California Existing Building Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California). 25 Page 12 of 29 B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. ARCHITECTURAL COMMENTS: A1. Means of Egress: Address the following comments: a) Review CBC 1006 and verify the following spaces are provided with the number of exits required in this section: i) Sheet A.201: Parts Storage ii) Sheet A.201: Service iii) Sheet A.202: Parts Storage b) Clarify if the stair along gridline 1 will serve as an exit stair or an exit access stair. CBC Chapter 10. c) It appears the lunchroom will generate an occupant load between 100 to 300 occupants. Review CBC 1029.3.1 and demonstrate compliance. ACCESSIBILITY COMMENTS: D1. Accessible Passenger Drop-Off and Loading Zones: Provide accessible passenger drop- off and loading zone that complies with CBC 11B-209.2.1. D2. Accessible Parking: Provide accessible parking complying with CBC 11B-208 at public parking serving 2245 Gellert. 26 Page 13 of 29 D3. Accessible Restrooms: Sheet A.201 & A.202: Provide accessible restrooms complying with CBC 11B-603 for employees at the service floor and the public at the showroom. MECHANICAL COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. ELECTRICAL COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. PLUMBING COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. GREEN BUILDING COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. ENERGY COMPLIANCE COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. STRUCTURAL COMMENTS: No comments at this point. Additional comments may be generated as more developed plans are provided for review. 27 Page 14 of 29 CONDITIONS OF APPROVAL Comments: CA1. Sand Oil Separator: Sand oil separator shall be provided for the parking garage. CPC 1016. CA2. Green Building: Building shall comply with the current California Green Building Standards Code Mandatory Measures. CA3. Gas Detection System: A gas detection system shall be provided at repair/servicing garages in accordance with CBC 406.8.2. CA4. Solar Ready Buildings: The scope of work at 2211 Gellert is identified to be as new construction. The building shall be solar ready per CEnergyC 110.10. CA5. Accessible Locker Rooms: Sheet A.211: Benches shall be provided within locker rooms per CBC 11B-803. Review layout configuration to account for benches (women’s locker room) to provide clearances required. CA6. Any questions, contact Areli Sanchez (arelis@wc-3.com) for plan review comments via email or telephone (650) 754-6353. C) Fire Department Requirements are as follows: 1. Install fire sprinkler system per NFPA 13/SSFFD requirements under separate fire plan check and permit for overhead and underground. Separate permit required for each building. 28 Page 15 of 29 2. Install a fire alarm system per NFPA 72 and SSFFD requirements under a separate fire plan check and permit. 3. Install underground piping for water based fire protection systems per NFPA 24 and SSFFD requirements under separate fire plan check and permit. 4. Private fire service mains and appurtenances shall be installed in accordance with NFPA 24 as amended in Chapter 80. 5. Fire department connections shall be installed in accordance with the NFPA standard applicable to the system design and shall comply with Sections 912.2 through 912.7 6. Provide fire extinguishers in accordance with CFC Section 906 7. All Non parking space curbs to be painted red to local Fire Code Specifications 8. Access road shall have all weather driving capabilities and support the imposed load of 75,000 pounds. 9. Where required by the fire code official, approved signs or other approved notices or markings that include the words NO PARKING—FIRE LANE shall be provided for fire apparatus access roads to identify such roads or prohibit the obstruction thereof. The means by which fire lanes are designated shall be maintained in a clean and legible condition at all times and be replaced or repaired when necessary to provide adequate visibility. 10. Exterior doors and openings required by this California Fire Code or the California Building Code shall be maintained readily accessible for emergency access by the fire department. An approved access walkway leading from fire apparatus access roads to exterior openings shall be provided when required by the fire code official. 11. Provide fire flow in accordance with California Fire Code Appendix B. 12. Provide fire hydrants; location, fire flow, and quantity to be determined. 13. Fire hydrants located on a public or private street, or onsite, shall have an unobstructed clearance of not less than 30 feet (15 feet either side of hydrant), in accordance with California vehicle code 22514. Marking shall be per California vehicle code 22500.1 29 Page 16 of 29 14. A hydrant is required to be located within 100 feet of the Fire Department Connection (FDC) and on the same side of the street. 15. All buildings shall provide premise identification in accordance with CFC Section 505.1 and South San Francisco Municipal Code Section 15.48.050(h), 15.48.060 (e) and 15.48.070(h). 16. Provide an independent study or proof that the Emergency Radio Responder coverage in the building is adequate or install an Emergency Responder Radio Coverage system in accordance with Section 510 of the California Fire Code under separate fire plan check and permit. 17. Provide Knox key boxes for each building/area with access keys to entry doors, electrical/mechanical rooms, elevators, gates and others to be determined. L or H occupancies will generally require a Knox vault instead of box. Provide Knox Key Switch for any electronic gates. 18. Fire protection equipment shall be identified in an approved manner. Rooms containing controls for air-conditioning systems, sprinkler risers and valves, or other fire detection, suppression or control elements shall be identified for the use of the fire department. Approved signs required to identify fire protection equipment and equipment location shall be constructed of durable materials, permanently installed and readily visible. 19. This new construction will be assessed a Public Safety Impact Fee. The amounts are $0.13 per square foot for the Police Department and $0.29 per square foot for the Fire Department. 20. The Fire Department reserves the right to review and comment upon the submission of revised and updated plans. Any questions, contact Craig Lustenberger, Fire Marshall, at (650) 829-6645 D) Engineering Division Requirements are as follows: The Conditions for Approval are general conditions that apply to your proposed project and are based on the set of plans by PROTO INC dated January 31, 2020 for above permit number; including supplemental documents. 30 Page 17 of 29 ENGINEERING DIVISION Below are the special conditions that may apply to the subject permit, which may overlap with any standard development conditions – these conditions are subject to change. Permits 1. At the time of each permit submittal, the Applicant shall submit a deposit for each of the following permit reviews and processing: a. Building Permit plan check and civil review. Provide an engineer’s estimate or opinion of probable cost of on-site improvements for deposit amount calculation. b. Hauling/Grading plan check and permit processing. Provide Cubic Yards for deposit amount calculation. c. Public Improvement plan check and permit processing. Provide an engineer’s estimate or opinion of probable cost of ROW improvements for deposit amount calculation. 2. A Grading Permit is required for grading over 50 cubic yards and if 50 cubic yards or more of soil is exported and/or imported. The Applicant shall pay all permit and inspection fees, as well as any deposits and/or bonds required to obtain said permits. The Grading Permit requires several documents to be submitted for the City’s review and approval. The Grading Permit Application, Checklist and Requirements may be found on the City website at http://www.ssf.net/departments/public-works/engineering-division. 3. A Hauling Permit shall be required for excavations and off-haul or on-haul, per Engineering requirements; should hauling of earth occur prior to grading. Otherwise, hauling conditions would be included with the grading permit. Hauling Permit may be found on the City website at: http://www.ssf.net/departments/public-works/engineering- division. 4. The Applicant shall obtain a Demolition Permit to demolish the existing buildings. The demolition permit shall be obtained from the Building Division and the Applicant shall pay all fees and deposits for the permit. The Applicant shall provide letters from all public utilities stating all said utilities have been properly disconnected from the existing buildings. 5. The Applicant shall submit a copy of their General Construction Activity Storm Water Permit Notice of Intent and Storm Water Pollution Prevention Plan (SWPPP), where required by State or Federal regulations, to the Engineering Division for our information. These documents shall be submitted prior to receiving a grading or building permit for the subject project. 6. The City of South San Francisco is mandated by the State of California to divert sixty- five percent (65%) of all solid waste from landfills either by reusing or recycling. To help meet this goal, a city ordinance requires completion of a Waste Management Plan (“WMP”) for covered building projects identifying how at least sixty-five percent (65%) of non-inert project waste materials and one hundred percent (100%) of inert materials 31 Page 18 of 29 (“65/100”) will be diverted from the landfill through recycling and salvage. The Contractor shall submit a WMP application and fee payment prior to the issuance of a building or grading permit. 7. A Public Improvement Permit is required for any work proposed within the public right- of-way. The Applicant shall pay all permit, plan check, and inspection fees, as well as, any deposits and/or bonds required to obtain said permits. Applicant shall submit separate ROW improvement plans. An engineer’s cost estimate for only the scope of work within the ROW is required to determine the bond. Plan Submittal 8. Improvement plans shall be printed to PDF and combined into a single electronic file, with each being stamped and digitally signed by a Professional Engineer registered in the State of California. Incorporated within the construction plans shall be applicable franchise utility installation plans, stamped and signed and prepared by the proper authority. Plans shall include the following sheets: Cover, Separate Note Sheet, Existing Conditions, Demolition Plan, Grading Plan, Horizontal Plan, Striping and Signage Plan, Utility Plan(s), Details, Erosion Control Plan, and Landscape Plans, (grading, storm drain, erosion control, and landscape plans are for reference only and shall not be reviewed during this submittal). 9. Prior to building permit issuance, the Applicant shall obtain a grading permit with the Engineering Division and shall submit an application, all documentation, fees, deposits, bonds and all necessary paperwork needed for the grading permit. The Applicant shall submit a grading plan that clearly states the amount of cut and fill required to grade the project. The Grading Plans shall include the following plans: Cover, Notes, Existing Conditions, Grading Plans, Storm Drain Plans, Stormwater Control Plan, and Erosion Control Plan. 10. Prior to building permit issuance, the Applicant shall obtain a Public Improvement Permit for all proposed work within the City ROW and shall submit an application, all documentation, fees, deposits, bonds and all necessary paperwork needed for the Public Improvement Permit. The Public Improvement Plans shall include only the scope of work within the City ROW (with reference to the on-site plans) consisting of the following plans: Civil Plans, Landscape Plans, and Joint Trench Plans. 11. The Applicant shall submit a copy of their General Construction Activity Storm Water Permit Notice of Intent and Storm Water Pollution Prevention Plan (SWPPP), where required by State or Federal regulations, to the Engineering Division for our information. These documents shall be submitted prior to receiving a grading or building permit for the subject project. 12. All improvements shall be designed by a registered civil engineer and approved by the Engineering Division. 13. The Engineering Division reserves the right to include additional conditions during review of the building permit, grading permit, or public improvement permit. 32 Page 19 of 29 Mapping 14. Applicant shall submit all documents required for review of any mapping application. 15. The applicant shall clearly show all existing easements on the improvement plans. 16. Applicant shall pay for all Engineering Division deposits and fees required for any mapping application prior to review. Right-of-Way 17. All new public improvements shall be installed at no cost to the City and shall be approved by the City Engineer and constructed to City Standards or Caltrans Standards. All new public improvements shall be completed prior to Final Occupancy of the project or prior any Temporary Occupancy as approved by the City Engineer. 18. Prior to building permit issuance and prior to any work within the City Right-of-Way, the Applicant shall obtain a Public Improvement Permit from the Engineering Division. All new public improvements required to accommodate the development shall be installed at no cost to the City and shall be approved by the City Engineer and constructed to City Standards. All new public improvements shall be completed prior to Final Occupancy of the project or prior any Temporary Occupancy as approved by the City Engineer. 19. Prior to Building Permit issuance, the Applicant shall enter into a Subdivision Improvement Agreement and Encroachment and Maintenance Agreement with the City. These agreements shall be approved by City Council prior to execution. The Subdivision Improvement Agreement shall require the Applicant to install all proposed public improvements as reviewed and approved by the Engineering Division at no cost to the City. The Encroachment and Maintenance Agreement shall require the Applicant to maintain any street furniture that serves the property and all landscape within the project frontage at no cost to the City. The Encroachment and Maintenance Agreement shall be recorded with the San Mateo County Recorder and may be transferred to the property owner or Homeowner’s Association. 20. Prior to Building Permit issuance, the Applicant shall submit a video survey of the adjacent streets (perimeter of proposed property location) to determine the pre- construction condition of the streets at no cost to the City. The Applicant will be responsible to ensure that the condition of the streets and striping is in at least existing condition or better after construction is completed. 21. The Project frontage sidewalks along Gellert Boulevard shall be ADA compliant. Applicant shall reconstruct all sidewalks that are non-compliant with ADA cross-slopes and change in level heights or are tripping hazards, along the Gellert Boulevard frontages of the subject property. Where sidewalk is replaced, all new or replaced sidewalks shall be constructed monolithic to the curb and gutter and shall be constructed to current City and Caltrans standards and specifications to the satisfaction of the City Engineer at no cost to the City. 33 Page 20 of 29 22. The Applicant shall reconstruct the two unsignalized driveway entrances to the property to provide ADA compliant cross slopes that meet the standards of an ADA accessible path of travel across the driveways at no cost to the City. 23. At the Marbella Drive entrance, the Applicant shall upgrade the curb curb ramp at the north eastern corner adjacent to the project site to an ADA compliant curb ramp using Caltrans Standard Plan (2018) A88A Case C or equivalent as approved by the City Engineer and upgrading the existing ADA accessible push button system to an accessible pedestrian signal (APS) actuation system using Polara iNavigator iN2 or equivalent as approved by the City Engineer. 24. The Applicant shall rehabilitate the pavement on Gellert Boulevard along the entire frontage of the project site. Pavement rehabilitation shall include the repair of any failed pavement areas as determined in the field by the City Inspector and reslurry of the street from the lip of gutter to the median island and restriping the lane lines and crosswalks. 25. Applicant shall ensure that any pavement markings impacted during construction are restored and upgraded to meet current City standards. 26. Upon completion of construction and landscape work at the site, the Applicant shall clean, repair or reconstruct, at their expense, as required to conform to City Standards, all public improvements including driveways, curbs, gutters, sidewalks and street pavements along the street frontages of the subdivision to the satisfaction of the City Engineer. Damage to adjacent property caused by the Applicant, or their contractors or subcontractors, shall be repaired to the satisfaction of the affected property owner and the City Engineer, at no cost to the City or to the property owner. 27. The Applicant shall ensure the proposed trees and planting locations do not interfere with underground utilities or the joint trench. The Applicant will be required to install root barrier measures to prevent the sidewalk from uplift at no cost to the City. 28. Prior to public improvement permit issuance, the Applicant shall provide an engineer’s estimate for all work performed with in the public right-of-way and submit a bond equal to 110% of the estimate. 29. Prior to the issuance of the Public Improvement Permit, the Applicant shall submit Traffic and Pedestrian Control Plans for proposed work on Gellert Boulevard and/or any area of work that will obstruct the existing pedestrian walkways. 30. No foundation or retaining wall support shall extend into the City Right-of-Way without express approval from the Engineering Department. Applicant shall design any bioretention area or flow-through planters adjacent to the property line such that the facility and all foundations do not encroach within the City Right-of-Way or into an adjacent parcel. 31. The project shall not include any permanent structural supports (retaining walls, tiebacks, etc.) within the ROW. City Engineer approval is required for any temporary structural supports within the ROW. Any temporary structural supports shall be removed after construction. 34 Page 21 of 29 32. Any work within the public sidewalk area and/or obstructing pedestrian routes shall require pedestrian routing plans along with traffic control plans. Temporary lane or sidewalk closures shall be approved by the City Engineer and by the Construction Coordination Committee (if within the CCC influence area). For any work affecting the sidewalks or pedestrian routes greater than 2 days in duration, the adjacent parking lane or adjacent travel lane shall be closed and temporary vehicle barriers placed to provide a protected pedestrian corridor. Temporary ramps shall be constructed to connect the pedestrian route from the sidewalk to the street if no ramp or driveway is available to serve that purpose. Stormwater 33. The Applicant shall submit to the City Engineer a storm drainage and hydraulic study for the fully improved development analyzing existing conditions and post-development conditions. The study shall evaluate the capacity of the existing storm drain on the project site and recommend any improvements necessary to accommodate runoff from the project and upstream tributary areas. The study shall evaluate the capacity of each storm drain main during a 25-year design storm. Initial time of concentration shall be 10 minutes. Precipitation shall be based on NOAA data for the site. The study shall be submitted to the City Engineer for review and approval. 34. The Applicant shall design and construct, any on-site and off-site storm drainage improvements along said storm drain system as recommended by the approved storm drainage and hydraulic study at no cost to the city. 35. The development shall reduce peak runoff by 15% based on a 25-year design storm. Initial time of concentration shall be 10 minutes. Precipitation shall be based on NOAA data for the site. The proposed storm drain system and runoff reduction information shall be included in the hydraulic study. 36. On-site storm drainage facilities shall be designed to accommodate runoff from a 10-year design storm. Initial time of concentration shall be 10 minutes. Precipitation shall be based on NOAA data for the site. On-site storm drain pipes shall be designed for open channel flow conditions and not be surcharged. 37. Drainage runoff shall not be allowed to flow across lot lines or across subdivision boundaries onto adjacent private property without an appropriate recorded easement being provided for this purpose. 38. All building downspouts shall be connected to rigid pipe roof leaders which shall discharge into an approved drainage device or facility that meets the C3 stormwater treatment requirements of Municipal Regional Permit. 39. The on-site private storm drainage system shall not be dedicated to the City for ownership or maintenance. The private storm drainage system and any storm water pollutions control devices within the subdivision shall be owned, repaired, and maintained by the property owner or Homeowner’s Association. 35 Page 22 of 29 Sanitary Sewer 40. The Applicant shall submit a sewer capacity study to determine how the project impacts and capacity of the public sanitary sewer system and to confirm the appropriate private sewer lateral size. 41. Applicant shall abandon the existing Sanitary Sewer Laterals serving the property to North San Mateo County Sanitation District (NSMCSD) Standards. 42. The Applicant shall install the new sewer laterals to NSMCSD Standards including a cleanout and a new wye connection or taptite connection at the main. Lateral sizes of 8- inch or larger require a manhole connection at the NSMCSD sewer main. 43. The on-site private sanitary sewer laterals shall not be dedicated to the City or NSMCSD for maintenance. The private sanitary sewer facilities within the subdivision shall be repaired and maintained by the property owner or Homeowner’s Association. 44. Each on-site sanitary sewer manhole and cleanout shall be accessible to maintenance personnel and equipment via pathway or driveways as appropriate. Each maintenance structure shall be surrounded by a level pad of sufficient size to provide a safe work area. 45. Applicant shall video inspect the sanitary sewer main to the nearest manholes upstream and downstream of the project point of connection both prior to construction and post construction. Video must be submitted to NSMCSD for review. Utilities 46. All electrical and communication lines serving the property, shall be placed underground within the property being developed and to the nearest overhead facility or underground utility vault. Pull boxes, junction structures, vaults, valves, and similar devices shall not be installed within pedestrian walkway areas. 47. The Applicant shall coordinate with the Westborough Water for all water-related issues. All water mains and services shall be installed to the standards of the Westborough Water District. On-site Improvements 48. The Applicant shall submit a construction access plan that clearly identifies all areas of proposed access during the proposed development. 49. Prior to receiving a Certificate of Occupancy form the Building Division, the Applicant shall require its Civil Engineer to inspect the finished grading surrounding the building and to certify that it conforms to the approved site plan and that there is positive drainage away from the exterior of the building. The Applicant shall make any modifications to the grading, drainage, or other improvements required by the project engineer to conform to intent of his plans. 50. The Applicant shall submit a proposed workplan and intended methodologies to ensure any existing structures on or along the development’s property line are protected during proposed activities. 36 Page 23 of 29 Grading 51. The entire project site shall be adequately sprinkled with water to prevent dust or sprayed with an effect dust palliative to prevent dust from being blown into the air and carried onto adjacent private and public property. Dust control shall be for seven days a week and 24 hours a day. Should any problems arise from dust, the Applicant shall hire an environmental inspector at his/her expense to ensure compliance with the grading permit. 52. Haul roads within the City of South San Francisco shall be cleaned daily, or more often, as required by the City Engineer, of all dirt and debris spilled or tracked onto City streets or private driveways. 53. The Applicant shall submit a winterization plan for all undeveloped areas within the site to control silt and stormwater runoff from entering adjacent public or private property. This plan shall be submitted to the City Engineer for review and approval prior to September 1 of each year. The approved plan shall be implemented prior to November 1 of each year. 54. Prior to placing any foundation concrete, the Applicant shall hire a licensed land surveyor or civil engineer authorized to practice land surveying to certify that the new foundation forms conform with all setbacks from confirmed property lines as shown on the Plans. A letter certifying the foundation forms shall be submitted to the Engineering Division for approval. 55. The applicant is required by ordinance to provide for public safety and the protection of public and private property in the vicinity of the land to be graded from the impacts of the proposed grading work. 56. All hauling and grading operations are restricted to between the hours of 8:00 a.m. to 6:00 p.m. for residential areas and 7:00 a.m. to 6:00 p.m. for industrial/commercial areas, Monday through Friday, excluding holidays. 57. Unless approved in writing by the City Engineer, no grading in excess of 200 cubic yards shall be accomplished between November 1 and May 1 of each year. Any questions, contact Jason Hallare, Engineering Department, at (650) 829-6652 E) Police Department Requirements are as follows: The above referenced planning commission agenda item has been reviewed and the following are the plan check comments from the police department: Prior to a business license being issued, the business must verify with the Police Department that all the below conditions have been met. 37 Page 24 of 29 1. All construction must conform to South San Francisco Municipal Code Chapter 15.48.070 Minimum-security standards for nonresidential buildings, (Ord. 1477 § 1C, 2013; Ord. 1166 § 1, 1995). 2. The business shall be equipped with a central station silent robbery alarm as per South San Francisco Municipal Code section 15.48.070(i(1)(L). 3. The business shall be equipped with a central station silent burglary alarm as per South San Francisco Municipal Code section 15.48.070(i)(2)(W). The system shall include motion detection sensors placed at all locations where keys are stored. 4. The business shall install and maintain a camera surveillance system prior to occupancy. The camera surveillance system shall meet the technical specifications of South San Francisco Municipal Code section 8.66.050. Cameras shall have a clear and unobstructed view of the intended coverage area, and there should be enough cameras to provide sufficient coverage of the intended coverage area. Minimum coverage areas are:  All entrances and exits to the business building(s).  All points of sale/rental/lease. These cameras must capture clear views of customers.  All vehicle entrances and exits from the facility/property. These cameras must capture clear views of the driver and rear license plate of vehicles exiting the facility.  ALL locations where keys are stored. 15.48.085 Additional Security Measures May Be Required Per South San Francisco Municipal Code 15.48.085 -Additional Security Measures, the following conditions will also be required: Key Security/Management Except when necessary to actively move, service, or to allow access to prospective customers, all keys, key fobs, and DUPLICATE keys for vehicles in the custody of the business, for purposes of sale, lease, rental, loan, or service, shall be kept secured at all times in either 1) a safe bolted to a concrete floor and having a Underwriter Laboratories (UL) rating of TL-15 or higher, or 2) a locking car dealership key management system (KMS) that has been approved by the police department prior to purchase and installation. If a KMS is utilized, it shall meet the following criteria: 38 Page 25 of 29 1. Any floor standing KMS shall be fastened to the concrete floor with at least four SAE grade 8 bolts that are minimally 1/2” in diameter. 2. Any wall mounted KMS shall be fasted to the wooden wall studs with four 3/8” lag screws 3” long. If installed in metal studs, four substantial anchor bolts shall be used. 3. Any KMS shall require two sources of authentication from a single person to allow access. Authentication methods may consist of biometrics (fingerprint recognition, iris recognition, speech recognition, or facial recognition) a passcode or combination, or radio- frequency identification (RFID) tags. 4. If passcode authentication is used, the applicant must demonstrate to the satisfaction of the police department that others cannot oversee passcodes entered by the KMS user. (This can be achieved by placing the KMC in a direction that prevents others from seeing the user’s passcode, or by a visual guard of some design.) 5. The data connection to the KMS shall be by either Wi-Fi encrypted to a WPA2 or higher standard, or by an Ethernet cable that is routed in a tamped-resistant manner into the KMS directly through the floor or wall it is installed onto, with no exposed cabling. 6. The KMS shall be connected to an uninterruptible power supply (UPS) that is secured and free from tampering. 7. The KMS shall be secured with a “puck” style lock during non-business hours. 8. Any KMS built-in surveillance cameras shall be maintained and utilized in addition to the above CCTV requirements. 9. All KMSs shall be installed out of view from customer areas. 10. Any after-hour key drop-off receptacle design(s) shall be approved by the police department prior to purchase or installation by the applicant. Other Security The perimeter parking lot where vehicles are stored shall have large boulders spaced with gaps no larger than 4’-3” apart. Boulder type and specific spacing are shown on architectural sheet A101 dated June 17, 2020. All vehicle entrances shall be secured with gates during non-business hours. The applicant shall adopt a business practice requiring employees receiving vehicles key fobs immediately after test-drives to use said key fob to lock the vehicle and witness an indication from the vehicle (horn chirp or flashing lights) that the key fob belongs to said vehicle. The applicant shall adopt a business practice requiring employees receiving vehicle keys and/or key fobs from customers to remove all non Mercedes/Sprinter keys from the keyring and: 1. Return them immediately to the customer (preferred), or 2. Immediately secure the extra keys in the KMS, where they shall remain until the vehicle is returned to the customer. The Police Department reserves the right to review and comment upon the submission of revised and updated plans. 39 Page 26 of 29 If the project owner/designed would like to discuss any of my comments, or has any alternate suggestions that fulfill the security interest of my comments, I am glad to discuss them. Any questions, contact Michael Rudis, Police Department, at (650) 877-8927 F) Water Quality Control Plant Requirements are as follows: The following items must be included in the plans or are requirements of the Water Quality Control Stormwater and/or Pretreatment Programs and must be completed prior to the issuance of a building permit: 1. Storm drains must be protected during construction. Discharge of any demolition/construction debris or water to the storm drain system is prohibited. 2. Do not use gravel bags for erosion control in the street or drive aisles. Drains in street must have inlet and throat protection of a material that is not susceptible to breakage from vehicular traffic. 3. No floatable bark shall be used in landscaping. Only fibrous mulch or pea gravel is allowed. 4. After 7/1/19, Demolition Projects must complete a PCBs Screening Assessment Form (attached and available in Building Division). If screening determines the building is an applicable structure, the Protocol for Evaluating PCBs-Containing Materials before Building Demolition shall be followed. 5. As site falls in a Very High, High or Moderate Trash Generation area per South San Francisco’s ATTACHED Trash Generation Map (http://www.flowstobay.org/content/municipal-trash-generation-maps), determined by the Water Quality Control Division: -Regional Water Quality Control Board-approved full trash capture devices must be installed to treat the stormwater drainage from the site. -At a minimum, a device must be installed before the onsite drainage enters the City’s public stormwater system (i.e. trash capture must take place no farther downstream than the last private stormwater drainage structure on the site). -An Operation & Maintenance Agreement will be required to be recorded with San Mateo County, ensuring the device(s) will be properly maintained. -A full trash capture system is any single device or series of devices that traps all particles retained by a 5 mm mesh screen and has a design treatment capacity of not less than the peak flow rate resulting from a one-year, one-hour storm in the sub-drainage area or designed to carry at least the same flow as the storm drain connected to the inlet. 40 Page 27 of 29 6. Roof leaders/gutters must NOT be plumbed directly to storm drains; they shall discharge to stormwater treatment devices or landscaping first. 7. Fire sprinkler test drainage must be plumbed to sanitary sewer and be clearly shown on plans. 8. Trash enclosure/room shall be covered, contained and the floor shall slope to a central drain that discharges to a grease trap/interceptor and is connected to the sanitary sewer. Details of trash room/enclosure shall be clearly provided on plans. 9. Site is subject to C.3 requirements of the Municipal Regional Stormwater Permit (please see SMCWPPP C.3 Technical Guidance Manual at https://www.flowstobay.org/sites/default/files/C3TG5/SMCWPPP_C3TG%20V.5.0. pdf for guidance). C3 Compliance will be determined by the City’s C3 Consultant and the following items will be required: 10. Completed attached forms for Low Impact Development (C3-C6 Project Checklist). Forms must be on 8.5in X 11in paper and signed and wet stamped by a professional engineer. Calculations must be submitted with this package (Preliminary Form received). Use attached forms for completing documents, as old forms are no longer sufficient Forms can also be found at http://www.flowstobay.org/newdevelopment A completed copy must also be emailed to andrew.wemmer @ssf.net 11. Sign and have engineer wet stamp forms for Low Impact Development. 12. Submit flow calculations and related math for LID. 13. Complete attached Operation and Maintenance (O&M) agreements. Use attached forms for completing documents, as old forms are no longer sufficient Do not sign agreement, as the city will need to review prior to signature. Prepare packet and submit including a preferred return address for owner signature. Packet should also be mailed or emailed to: Andrew Wemmer City of SSF WQCP 195 Belle Air Road South San Francisco, CA 94080 Andrew.wemmer@ssf.net Exhibit Templates can also be found within Chapter 6 the C.3 Technical Guidance at http://www.flowstobay.org/newdevelopment. 14. The onsite catch basins are to be stenciled with the approved San Mateo Countywide Stormwater Logo (No Dumping! Flows to Bay). 41 Page 28 of 29 15. Landscaping shall meet the following conditions related to reduction of pesticide use on the project site: a. Where feasible, landscaping shall be designed and operated to treat stormwater runoff by incorporating elements that collect, detain, and infiltrate runoff. In areas that provide detention of water, plants that are tolerant of saturated soil conditions and prolonged exposure to water shall be specified. b. Plant materials selected shall be appropriate to site specific characteristics such as soil type, topography, climate, amount and timing of sunlight, prevailing winds, rainfall, air movement, patterns of land use, ecological consistency and plant interactions to ensure successful establishment. c. Existing native trees, shrubs, and ground cover shall be retained and incorporated into the landscape plan to the maximum extent practicable. d. Proper maintenance of landscaping, with minimal pesticide use, shall be the responsibility of the property owner. e. Integrated pest management (IPM) principles and techniques shall be encouraged as part of the landscaping design to the maximum extent practicable. Examples of IPM principles and techniques include: i. Select plants that are well adapted to soil conditions at the site. ii. Select plants that are well adapted to sun and shade conditions at the site. In making these selections, consider future conditions when plants reach maturity, as well as seasonal changes. iii. Provide irrigation appropriate to the water requirements of the selected plants. iv. Select pest-resistant and disease-resistant plants. v. Plant a diversity of species to prevent a potential pest infestation from affecting the entire landscaping plan. vi. Use “insectary” plants in the landscaping to attract and keep beneficial insects. 16. A SWPPP must be submitted (if > 1 acre). Drawings must note that erosion control shall be in effect all year long. 17. A copy of the state approved NOI must be submitted (if > 1 acre). Any questions, contact Andrew Wemmer at Water Quality Control, at (650) 829-3840 or andrew.wemmer@ssf.net 42 Page 29 of 29 G) “South San Francisco Scavenger” (Waste Management) Requirements are as follows: 1. Contact Susan Kennedy at the South San Francisco Scavenger Co. at susan@ssfscavenger.com or (650) 589-4020 to submit trash enclosure plans, and to obtain any additional requirements or service information. 43 ATTACHMENT 244 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 NTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-04-2020COVER SHEET & GENERAL NOTES C0.0 ProjectLocationNOT TO SCALELOCATION MAPSHEET NUMBER SHEET TITLEC1.0TOPOGRAPHIC SURVEY (2215)GRADING PLAN (2215)C2.0--COVER SHEET & GENERAL NOTESC0.0STORMWATER CONTROL PLAN(2215)C3.0llllISSUE FOR PLAN CHECK 06.04.2020 --CAUTION!! THE EXISTING UTILITIES AND SITE CONDITIONS ON THESE DRAWINGS ARE BASED ON VARYING SOURCESOF DATA. NOT ALL INFORMATION SHOWN ON THE TOPOGRAPHIC SURVEY BACKGROUNDS HAS BEEN FIELD VERIFIED.ALL CONDITIONS SHALL BE CONFIRMED IN THE FIELD PRIOR TO COMMENCEMENT OF CONSTRUCTION.CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITIESPRIOR TO COMMENCING WORK. EXISTING UTILITIES EXISTING WITHIN THE PROJECT AREA MUST BE POTHOLED ANDFIELD-VERIFIED PRIOR TO CONSTRUCTION.THE ENGINEER SHALL NOT BE LIABLE FOR ANY DAMAGE OR REPAIRS TO EXISTING UTILITIES DUE TO DISCREPANCIESBETWEEN FIELD CONDITIONS AND THOSE SHOWN ON THESE DRAWINGS.C1.1TOPOGRAPHIC SURVEY (2245)lGRADING PLAN (2245)C2.1EROSION CONTROL PLAN (2215)C4.0llllSTORMWATER CONTROL PLAN(2245)C3.1EROSION CONTROL PLAN (2245)C4.1STORMWATER CONTROL PLAN DETAILSC5.0lCONSTRUCTION DETAILSC5.1lMERCEDES BENZSOUTH SAN FRANCISCO, CALIFORNIABUILDING PERMIT1.INTENTIONALLY OMITTED.2.THE ORGANIC MATERIAL COVERING THE SITE SHALL BE STRIPPED AND STOCKPILED. THE STRIPPINGS SHALL BE USED TO BACKFILL ALL LANDSCAPEPLANTERS AND ROUGH GRADE MOUND AREAS, AS SHOWN ON LANDSCAPE DRAWINGS, TO WITHIN 0.1' OF GRADES SHOWN. EXCESS STRIPPINGSAND EXCAVATED MATERIAL SHALL BE REMOVED FROM THE SITE BY THE GRADING CONTRACTOR.3.ADJUSTMENTS TO BUILDING PAD ELEVATIONS OR PARKING LOT GRADES TO ACHIEVE EARTHWORK BALANCE SHALL BE MADE ONLY WITH APPROVALOF THE ENGINEER. COMPACTION TO BE DETERMINED USING ASTM D1557-LATEST EDITION.4.CONTRACTOR TO VERIFY ALL EXISTING INVERT ELEVATIONS FOR STORM DRAIN AND SANITARY SEWER CONSTRUCTION PRIOR TO ANY SITE WORK.ALL WORK FOR STORM AND SANITARY INSTALLATION SHALL BEGIN AT THE DOWNSTREAM CONNECTION POINT. THIS WILL ALLOW FOR ANYNECESSARY ADJUSTMENTS TO BE MADE PRIOR TO THE INSTALLATION OF THE ENTIRE LINE. IF THE CONTRACTOR FAILS TO BEGIN AT THEDOWNSTREAM CONNECTION POINT AND WORKS UPSTREAM, HE SHALL PROCEED AT HIS OWN RISK AND BE RESPONSIBLE FOR ANY ADJUSTMENTSNECESSARY.5.SHOULD DISCREPANCIES EXIST BETWEEN THE ACTUAL ELEVATIONS AND LOCATIONS OF EXISTING UTILITY CONNECTIONS AND THOSE AS SHOWNON THESE PLANS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER BEFORE ADJUSTING UTILITY DESIGN.6.CONTRACTOR SHALL UNCOVER AND EXPOSE ALL EXISTING UTILITY AND SEWER LINES WHERE THEY ARE TO BE CROSSED ABOVE OR BELOW BY THENEW FACILITY BEING CONSTRUCTED IN ORDER TO VERIFY THE GRADE AND TO ASSURE THAT THERE IS SUFFICIENT CLEARANCE. IF THECONTRACTOR REQUIRES ASSISTANCE HE SHALL CALL THE ENGINEER AND REQUEST A SURVEY CREW TO MAKE THE DETERMINATION. PIPE SHALLNOT BE STRUNG NOR TRENCHING COMMENCED UNTIL ALL CROSSINGS HAVE BEEN VERIFIED FOR CLEARANCE. IF THE CONTRACTOR FAILS TOFOLLOW THIS PROCEDURE, HE WILL BE SOLELY RESPONSIBLE FOR ANY EXTRA WORK OR MATERIAL REQUIRED IF MODIFICATIONS TO THE DESIGNARE NECESSARY.7.THE CONTRACTOR SHALL SET HIS STRING OR WIRE THROUGH AT LEAST THREE GRADE STAKES TO VERIFY THE GRADE. IF THE STAKES DO NOTPRODUCE A UNIFORM GRADE, NOTIFY THE ENGINEER IMMEDIATELY AND HAVE THE GRADES CHECKED PRIOR TO TRENCHING.8.STORM DRAIN PIPES DESIGNATED AS "SD" FROM 4" TO 24" IN DIAMETER SHALL BE SDR-35 P.V.C. (GREEN-TITE PIPE BY MANVILLE OR APPROVEDEQUAL), CLASS HDPE SMOOTH INTERIOR PIPE PER ASTM D3212 (HANCOR SURE-LOK WT PIPE OR APPROVED EQUAL) WITH CLASS 1 BACKFILL ORDUCTILE IRON PIPE (D.I.P.), IF SPECIFIED ON PLANS. NO MATERIAL SUBSTITUTION SHALL BE ALLOWED FOR DUCTILE IRON PIPE. ANY PIPES LARGERTHAN 24" IN DIAMETER SHALL BE CLASS III REINFORCED CONCRETE PIPE (R.C.P.). HDPE AND P.V.C. PIPE SHALL ONLY BE USED WHEN THEMANUFACTURER RECOMMENDATION REQUIREMENTS ARE MET. PIPE MADE OF ANY OTHER MATERIAL MAY BE USED ONLY AFTER APPROVAL OF THEENGINEER.9.ALL UTILITY STRUCTURES INCLUDING, BUT NOT LIMITED TO MANHOLES, CATCH BASINS, WATER VALVES, FIRE HYDRANTS, TELEPHONE ANDELECTRIC VAULTS AND PULL BOXES THAT LIE WITHIN AREAS EFFECTED BY WORK ON THIS PROJECT SHALL BE ADJUSTED TO GRADE BY THECONTRACTOR OR THE RESPECTIVE UTILITY COMPANY. THE CONTRACTOR IS RESPONSIBLE TO AFFECT COORDINATION.10.ALL AREAS TO BE GRADED AT 1% MINIMUM FOR DRAINAGE EXCEPT ALONG FLOWLINE OF CURB AND GUTTER OR VALLEY GUTTER, AS SHOWN.CONTRACTOR SHALL GRADE EVENLY BETWEEN SPOT ELEVATIONS SHOWN. PROPOSED SPOT GRADES (ELEVATIONS) SHOWN HEREON AREFINISHED PAVEMENT GRADES, NOT TOP OF CURB GRADES, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL VERIFY THE CONTENTS ANDTHICKNESSES OF THE BUILDING SLAB SECTION (IE: CONCRETE, SAND, ROCK) WITH THE STRUCTURAL PLANS AND THE ELEVATIONS SHOWN HEREONPRIOR TO COMMENCEMENT OF GRADING OPERATIONS.11.ESTIMATED EARTHWORK QUANTITIES: EARTHWORK QUANTITIES SHOWN (IF ANY), OR OTHERWISE SUPPLIED BY THE ENGINEER, ARE APPROXIMATEONLY AND SHOWN FOR THE PURPOSES OF CALCULATING GRADING PERMIT FEES. THE ENGINEER ASSUMES NO LIABILITY FOR THE ACCURACY OFTHESE QUANTITIES.12.WHEN A GRADING PERMIT IS ISSUED ON THIS PROJECT THE AGENCY APPROVAL APPLIES ONLY TO GRADING. THE CONTRACTOR IS RESPONSIBLEFOR SECURING ALL OTHER NECESSARY PERMITS TO ACCOMPLISH PROPOSED SITE WORK. IT IS STRONGLY RECOMMENDED THAT THECONTRACTOR OBTAIN ALL NECESSARY UNDERGROUND PERMITS BEFORE ROUGH GRADING THE SITE, AS REVISIONS TO UNDERGROUND FACILITIESMANDATED BY PLAN CHECKING AGENCIES MAY SUBSTANTIALLY EFFECT GRADING INCLUDING FINISHED FLOOR ELEVATIONS.13.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE O.S.H.A. REGULATIONS. CONSTRUCTION CONTRACTOR AGREES THAT INACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE ANDCOMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALLPERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS,AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALLLIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THESOLE NEGLIGENCE OF DESIGN PROFESSIONAL.14.WHERE OFF-SITE DRIVEWAY APPROACHES ARE TO BE CONSTRUCTED THE ON-SITE DRIVEWAY SHALL NOT BE CONSTRUCTED UNTIL THE OFF-SITEIMPROVEMENTS ARE INSTALLED. THE ON-SITE DRIVEWAY SHALL CONFORM TO THE COMPLETED OFF-SITE DRIVEWAY.15.SANITARY SEWER TO BE INSTALLED PER DAILY CITY SPECIFICATIONS.16.FOR SANITARY SEWER INSPECTIONS CONTACT DAILY CITY AT (650)991-8061 AT LEAST TWO DAYS BEFORE. PLEASE HAVE YOUR PERMIT NUMBERREADY.1.THIS IS NOT A BOUNDARY SURVEY. NO LIABILITY IS ASSUMED BY THE ENGINEER FOR THE EXISTENCEOF ANY EASEMENT, ENCUMBRANCES, DISCREPANCIES IN BOUNDARY OR TITLE DEFECTS NOTMENTIONED IN SAID DOCUMENTS AND THEREFORE NOT SHOWN ON THIS DRAWING.2.THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIES AS SHOWNON THIS TOPOGRAPHIC SURVEY WERE OBTAINED FROM SOURCES OF VARYING RELIABILITY. THECONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATION WILL REVEAL THE TYPES, EXTENT,SIZES, LOCATIONS AND DEPTHS OF SUCH UNDERGROUND UTILITIES. (A REASONABLE EFFORT HASBEEN MADE TO LOCATE AND DELINEATE ALL UNKNOWN UNDERGROUND UTILITIES.) HOWEVER, THEENGINEER CAN ASSUME NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITSDELINEATION OF SUCH UNDERGROUND UTILITIES WHICH MAY BE ENCOUNTERED, BUT WHICH ARENOT SHOWN ON THESE DRAWINGS.TOPOGRAPHIC SURVEY NOTESGENERAL NOTESSITE ACCESSIBILITY NOTESBASIS OF ELEVATION NOTE:THE ELEVATIONS SHOWN HEREON ARE BASED ON THE RIM ELEVATION OF A SANITARY SEWERMANHOLE AS SHOWN ON THE SOUTH SAN FRANCISCO UTILITY BLOCK MAP IN THE OFFICE OFTHE PUBLIC WORKS DEPARTMENT. ELEVATION = 282.20'.BENCHMARKSHEET INDEXCONSTRUCTION DETAILSC5.2lCONSTRUCTION BEST MANAGEMENT PRACTICESC5.5lSITE ENVIRONMENTAL NOTES1.PRIOR TO START OF WORK, CONTRACTOR TO NOTIFY ALL REQUIRED AGENCIES, OBTAIN AND PAY FORALL NECESSARY PERMITS FOR DEMOLITION INCLUDING BAAQMD, AND NOTIFY THE OWNER'SGEOTECHNICAL ENGINEER RESPONSIBLE FOR SITE SUPERVISION A MINIMUM OF 72 HOURS INADVANCE.2.IF HAZARDOUS MATERIALS ARE ENCOUNTERED AT TIME OF DEMOLITION THE OWNER AND ARCHITECTSHALL BE CONTACTED. THE REMOVAL OF THESE HAZARDOUS MATERIALS SHALL BE PERFORMED BYOTHERS UNDER SEPARATE PERMIT PER APPLICABLE NATIONAL, STATE AND LOCAL ORDINANCES.EXISTING ASBESTOS REMOVAL IS TO BE PERFORMED BY OTHERS. PRIOR TO DEMOLITION ANDREMOVAL OF ANY MATERIALS, THE DEMOLITION CONTRACTOR SHALL CHECK FOR THE PRESENCE OFANY REMAINING ASBESTOS. IF ASBESTOS IS FOUND TO BE PRESENT THEN ADDITIONAL ASBESTOSREMOVAL PROCEDURES SHOULD BE FOLLOWED.3.PRIOR TO STARTING WORK ALL EXISTING MONITORING WELLS ARE TO BE LOCATED AND PROPERLYPROTECTED BY THE SUPERVISING ENVIRONMENTAL REPRESENTATIVE AND/OR THE GOVERNINGPUBLIC AUTHORITY. IF ADDITIONAL WELLS ARE FOUND DURING THE COURSE OF WORK THE WELLMUST BE PROTECTED IMMEDIATELY AND ANY CONSTRUCTION ACTIVITIES WITHIN THE VICINITY MUSTNOT COMMENCE UNTIL THE APPROPRIATE REPRESENTATIVES HAVE BEEN CONTACTED.4.THESE DRAWINGS DO NOT INCLUDE THE SCOPE OF WORK NECESSARY FOR ANY WELLABANDONMENTS, ADJUSTMENTS, REPAIRS, REMOVALS OR RELOCATIONS. ANY MODIFICATIONSREQUIRED TO EXISTING WELLS MUST BE APPROVED BY THE GOVERNING AUTHORITY AND SITEENVIRONMENTAL REPRESENTATIVES.5.CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL ENVIRONMENTAL PROTECTIONREQUIREMENTS MANDATED BY THE SITE-SPECIFIC SOILS MANAGEMENT PLAN.1.ALL SITE WORK SHALL BE IN CONFORMANCE WITH TITLE 24 OF THE CALIFORNIA ADMINISTRATIVE CODE, THE AMERICANS WITH DISABILITIES ACT ACCESSIBILITY GUIDELINES (ADAAG), THE 2013 CALIFORNIA BUILDING CODE AND ANY LOCAL OR STATE AMENDMENTS THEREOF.2.ALL PEDESTRIAN SURFACES SHALL BE STABLE, FIRM, AND SLIP RESISTANT. SURFACES WITH A SLOPE OF LESS THAN 6% SLOPE SHALL BE AT LEAST AS SLIP-RESISTANT AS THAT DESCRIBED AS A MEDIUM SALTED FINISH. SURFACES WITH GREATER THAN A 6% SLOPE SHALL BESLIP RESISTANT.3.A LEVEL AREA IS DEFINED AS A SPECIFIED SURFACE THAT DOES NOT HAVE A SLOPE IN ANY DIRECTION EXCEEDING 1:50 (2% SLOPE). SURFACE SLOPES OF ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL BE THE MINIMUM POSSIBLE AND SHALL NOT EXCEED 1:50 (2%SLOPE) IN ANY DIRECTION.WALKS AND SIDEWALKS:4.A WALK IS DEFINED AS A SURFACED PEDESTRIAN WAY NOT LOCATED CONTIGUOUS TO A STREET USED BY THE PUBLIC. A SIDEWALK IS DEFINED AS A SURFACED PEDESTRIAN WAY CONTIGUOUS TO A STREET USED BY THE PUBLIC.5.WALKS AND SIDEWALKS SHALL HAVE A CROSS SLOPE THAT DOES NOT EXCEED 1:50 (2% SLOPE). THE SLOPE IN THE DIRECTION OF TRAVEL SHALL BE LESS THAN 1:20 (5% SLOPE), UNLESS OTHERWISE INDICATED AND SHALL HAVE A CONTINUOUS COMMON SURFACE NOTINTERRUPTED BY STEPS OR BY ABRUPT CHANGES IN LEVEL EXCEEDING 1/2 INCH AND SHALL BE A MINIMUM OF 48 INCHES IN WIDTH.6.WALKS SHALL BE PROVIDED WITH A LEVEL AREA NOT LESS THAN 60 INCHES BY 60 INCHES AT A DOOR OR GATE THAT SWINGS TOWARD THE WALK, AND NOT LESS THAN 48 INCHES WIDE BY 44 INCHES DEEP AT A DOOR OR GATE THAT SWINGS AWAY FROM THE WALK. SUCHWALKS SHALL EXTEND 24 INCHES TO THE SIDE OF THE STRIKE EDGE OF A DOOR OR GATE THAT SWINGS TOWARD THE WALK.CURB RAMPS:7.A CURB RAMP IS DEFINED AS A SLOPING PEDESTRIAN WAY, INTENDED FOR PEDESTRIAN TRAFFIC, WHICH PROVIDES ACCESS BETWEEN A WALK OR SIDEWALK AND A SURFACE LOCATED ABOVE OR BELOW AN ADJACENT CURB FACE, AS DIFFERENTIATED FROM A RAMP.8.CURB RAMPS SHALL BE A MINIMUM OF 4 FEET WIDE WITH A SLOPE NOT EXCEEDING 1:12 (8.33% SLOPE). TRANSITIONS FROM RAMPS TO WALKS, GUTTERS OR STREETS SHALL BE FLUSH AND FREE OF ABRUPT CHANGE. MAXIMUM SLOPES OF AN ADJOINING GUTTER, ROADSURFACE IMMEDIATELY ADJACENT TO THE CURB RAMP, OR ACCESSIBLE ROUTE SHALL NOT EXCEED 1:20 (5% SLOPE) WITHIN 4 FEET OF THE TOP AND BOTTOM OF THE CURB RAMP. THE SLOPE OF THE FANNED OR FLARED SIDES OF CURB RAMPS SHALL NOT EXCEED 1:10 (10%SLOPE).9.A LEVEL LANDING 4 FEET DEEP SHALL BE PROVIDED AT THE UPPER END OF EACH CURB RAMP OVER ITS FULL WIDTH TO PERMIT SAFE EGRESS FROM THE RAMP SURFACE, OR THE SLOPE OF THE FANNED OR FLARED SIDES OF THE CURB RAMP SHALL NOT EXCEED 1:12 (8.33%SLOPE).10.TRANSITIONS FROM RAMPS AND LANDING TO WALKS, GUTTERS OR STREETS SHALL BE FLUSH AND FREE OF ABRUPT CHANGES.11.MAXIMUM SLOPES OF ADJOINING GUTTERS, THE ROAD SURFACE IMMEDIATELY ADJACENT TO THE CURB RAMP, OR ACCESSIBLE ROUTES SHALL NOT EXCEED 5 PERCENT WITHIN 4'-0" OF THE TOP AND BOTTOM OF THE CURB RAMP.12.THE EDGE OF THE DETECTABLE WARNING SURFACE NEAREST THE STREET SHALL BE BETWEEN 6" AND 8" FROM THE GUTTER FLOWLINE.13.ACCESSIBLE RAMPS SHALL HAVE A 12" WIDE BORDER WITH 1/4" GROOVES APPROXIMATELY 3/4" O.C., SEE GROOVING DETAIL. THE SURFACE OF THE RAMP SHALL HAVE A TRANSVERSE BROOMED SURFACE TEXTURE ROUGHER THAN THE SURROUNDING SIDEWALK.14.IF LOCATED ON A CURVE, THE SIDES OF THE RAMP NEED NOT BE PARALLEL, BUT THE MINIMUM WIDTH OF THE RAMP SHALL BE 4'-0".15.CURB RAMPS SHALL HAVE A DETECTABLE WARNING SURFACE THAT EXTENDS THE FULL WIDTH AND MIN. DEPTH OF THE RAMP. DETECTABLE WARNING SURFACES SHALL CONFORM TO THE DETAILS ON THIS PLAN AND CALIFORNIA BUILDING CODE. DIMENSIONS AND PLACEMENTOF DOMES SHALL COMPLY WITH THE MOST CURRENT CALIFORNIA BUILDING CODE REQUIREMENTS, AS MANDATED BY THE LOCAL JURISDICATION.16.UTILITY PULL BOXES, MANHOLES, VAULTS AND ALL OTHER UTILITY FACILITIES WITHIN THE BOUNDARIES OF THE CURB RAMP SHOULD BE RELOCATED OR ADJUSTED TO GRADE BY PRIOR TO, OR IN CONJUNCTION WITH, CURB RAMP CONSTRUCTION.RAMPS:17.A RAMP IS DEFINED AS A WALKING SURFACE WHICH HAS A RUNNING SLOPE GREATER THAN 1:20 (5% SLOPE) INTENDED FOR PEDESTRIAN TRAFFIC AND AS DIFFERENTIATED FROM A CURB RAMP. ANY ACCESSIBLE ROUTE OF TRAVEL SHALL BE CONSIDERED A RAMP IF ITS SLOPEIS GREATER THAN 1:20 (5% SLOPE).18.RAMPS SHALL HAVE A MINIMUM CLEAR WIDTH OF 48 INCHES, UNLESS REQUIRED TO BE WIDER BY SOME OTHER PROVISION OF THE CODES IN EFFECT. THE MAXIMUM SLOPE OF A RAMP SHALL BE 1:12 (8.33% SLOPE). THE MAXIMUM RISE FOR ANY RUN SHALL BE 30 INCHES. THECROSS SLOPE OF RAMP SURFACES SHALL BE NO GREATER THAN 1:50 (2% SLOPE).19.LEVEL RAMP LANDINGS SHALL BE PROVIDED AT THE TOP AND BOTTOM OF EACH RAMP. INTERMEDIATE LANDINGS SHALL BE PROVIDED AT INTERVALS NOT EXCEEDING 30 INCHES OF VERTICAL RISE AND AT EACH CHANGE OF DIRECTION. LANDINGS ARE NOT CONSIDERED INDETERMINING THE MAXIMUM HORIZONTAL DISTANCE OF EACH RAMP. TOP LANDINGS SHALL BE NOT LESS THAN 60 INCHES WIDE AND SHALL HAVE A LENGTH OF NOT LESS THAN 60 INCHES IN THE DIRECTION OF RAMP RUN. LANDINGS AT THE BOTTOM OF RAMPS SHALL HAVE ADIMENSION IN THE DIRECTION OF RAMP RUN OF NOT LESS THAN 72 INCHES.1.THE EXISTING GROUND COVER THAT IS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED IN KIND TO THE SATISFACTION OF THE LANDLORD AND TENANT / DEVELOPER.2.THE EXISTING IRRIGATION SYSTEM SHALL BE MODIFIED AS NEEDED TO ELIMINATE SPRAY ONTO ANY SIDEWALK OR OTHER HARDSCAPE AREAS.3.PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL EVALUATE THE EXISTING CONDITIONS AND DETERMINE NECESSARY LANDSCAPE & IRRIGATION MODIFICATIONS. THESE MODIFICATION SHALL BE PRESENTED TO THELANDSCAPE MAINTENANCE SUPERVISOR PRIOR TO START OF CONSTRUCTION.4. LANDSCAPE TO BE TURNED OVER TO CLIENT IN GENERALLY LITTER-FREE CONDITION AND CLEARED OF ALL WEEDS, LEAVES, CONSTRUCTION DEBRIS OR OTHER SIMILAR ISSUES. LANDSCAPE TO BE TURNED OVER TOCLIENT IMMEDIATELY AFTER ALL PUNCH LIST ITEMS HAVE BEEN AGREED UPON AS COMPLETED AND ACCEPTED BY THE LANDSCAPE ARCHITECT AND THE CLIENT.5. ALL IRRIGATION SHALL BE INSPECTED BY CLIENT TO ENSURE OPERATION AT FULL CAPACITY AND EFFICIECY PER PERFORMANCE CRITERIA PREVIOUSLY ISSUED. ALL TREES AND PLANTS (PRE-EXISTING AND NEWLYINSTALLED) TO BE IN GOOD HEALTH (NO WORSE THAN OBSERVED AND DOCUMENTED AT BEGINNING OF PROJECT IR PRIOR TO INSTALLATION.)6. COLOR IRRIGATION ZONE MAPS AND IRRIGATION AS-BUILTS SHALL BE PROVIDED TO CLIENT PRIOR TO TURNOVER. IF INSTALLING CONTRACTOR'S WARRANTY PERIOD OVERLAPS WITH THE MAINTENANCE PERIOD OF ADIFFERENT MAINTENANCE CONTRACTOR, THE INSTALL CONTRACTOR IS EXPECTED TO PERFORM PROJECT SITE INSPECTIONS AS FREQUENTLY AS THEY SEE FIT, DOCUMENTING AND COMMUNICATING ANY CONCERNSREGARDING THE NEWLY INSTALLED LANDSCAPE TO THE CLIENT WHOM WILL DECIDE ON THE BEST COURSE OF HBACKGROUND INFORMATION NOTELANDSCAPE / IRRIGATION NOTESSTANDARD WATER ABANDONMENT NOTEANY FACILITY ABANDONMENT WILL BE DONE BY CUTTING THE LINE TO BE ABANDONED AT THE EXISTING MAIN UNDER THE SUPERVISION OF THE WESTBOUROUGH WATER DISTRICT INSPECTOR. PER AWWA STANDARDS THEWATER FACILITIES ON-SITE WILL BE ABANDONED IN PLACE BY DRAINING THEN PLUGGING EACH END AND BELONG TO THE PROPERTY OWNER.CONSTRUCTION DETAILSC5.3lCONSTRUCTION DETAILSC5.4l83 RAMPCL 6.0' ENTRANCE ELEC PANEL BOXON CONC. PADPAD EL = 319.12'TELEPHONEPANEL7 GAS METERSON CONC PADMETALCONTAINERRAMPSHED T.E.T.E.T.E.T.E.8" WALL8" WALLTRANSFORMERON CONCRETEPADBACKFLOWPREVENTER2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYGATET.E.T.E.T.E. PAD=323.91'2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00" E 268.16' N47°00'00"E42.73'R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"DESCRIPTIONABBREVIATIONLINETYPEMONUMENT LINEEXISTING EASEMENTADJACENT PROPERTY LINEVERTICAL CURBCURB & GUTTERPLBUILDING LINESPOT ELEVATIONCONCRETEPROPERTY LINEGENERAL LEGENDABBREVIATIONS1.THIS IS NOT A BOUNDARY SURVEY. NO LIABILITY IS ASSUMED BY THE ENGINEER FOR THE EXISTENCE OF ANYEASEMENT, ENCUMBRANCES, DISCREPANCIES IN BOUNDARY OR TITLE DEFECTS NOT MENTIONED IN SAIDDOCUMENTS AND THEREFORE NOT SHOWN ON THIS DRAWING.2.THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIESAS SHOWN ON THIS TOPOGRAPHIC SURVEY WERE OBTAINED FROM SOURCES OFVARYING RELIABILITY. THE CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATIONWILL REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF SUCHUNDERGROUND UTILITIES. (A REASONABLE EFFORT HAS BEEN MADE TO LOCATE ANDDELINEATE ALL UNKNOWN UNDERGROUND UTILITIES.) HOWEVER, THE SURVEYOR CANASSUME NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITSDELINEATION OF SUCH UNDERGROUND UTILITIES WHICH MAY BE ENCOUNTERED, BUTWHICH ARE NOT SHOWN ON THESE DRAWINGS.3.A.P.N.:091-661171-8 & 091-661-1804.BASIS OF ELEVATION NOTE:THE ELEVATIONS SHOWN HEREON ARE BASED ON THE RIM ELEVATION OF A SANITARYSEWER MANHOLE AS SHOWN ON THE SOUTH SAN FRANCISCO UTILITY BLOCK MAP IN THEOFFICE OF THE PUBLIC WORKS DEPARTMENT. ELEVATION = 282.20'.5.FLOOD ZONE NOTE:THE SUBJECT PROPERTY IS SHOWN ON THE FEDERAL EMERGENCY MANAGEMENTAGENCY FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NUMBER 06081 C0039F,DATED APRIL 5,2019, AS BEING LOCATED IN FLOOD ZONE "X", AREAS OF MINIMALFLOODING;TOPOGRAPHIC SURVEY C1.0 GELLERT BLVD.BLDGBUILDINGBTMBOTTOMBUBUBBLE UPBWBACK OF WALKCOCLEAN OUT TO GRADECONCCONCRETEDIDROP INLETDWDOMESTIC WATEREXEXISTINGFCFACE OF CURBFFFINISH FLOORFGFINISH GRADEFMFORCE MAINFSFIRE SERVICEGBGRADE BREAKHPHIGH POINTINVINVERT ELEVATIONIRRIRRIGATIONL/SLANDSCAPEMAXMAXIMUMPLPROPERTY LINEPVPAVEMENTSDSTORM DRAINSDCOSTORM DRAIN CLEAN OUTSDMHSTORM DRAIN MANHOLESSSANITARY SEWERTCTOP OF CURBTOPTOP OF SLOPEUPUTILITY POLENOTESNTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020DESCRIPTIONABBREVIATIONLINETYPE/SYMBOLSQUARE INLET/OVERFLOW DRAINDIUTILITY LEGENDOVERHEAD ELECTRICOH0SCALE 1" = FEET2020406084 TRANSFORMERON CONCRETEPADCART RAILSSHOPPINGCARTRETRIEVER6" WALL WITH6' HIGH CHAINLINK FENCE ATOPCOMPACTORTRENCH D R A I N CONCRETE LOADING DOCKMETAL STAIRSSIGNGELLERT BLVD.2245 GELLERT BLVDSEWER BOX8" WIDE WALLGELLERT BLVD.2245 GELLERT BLVDS24°45'10"E532.83'S74°26'00" W 334.24'.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"DESCRIPTIONABBREVIATIONLINETYPEMONUMENT LINEEXISTING EASEMENTADJACENT PROPERTY LINEVERTICAL CURBCURB & GUTTERPLBUILDING LINESPOT ELEVATIONCONCRETEPROPERTY LINEGENERAL LEGENDABBREVIATIONSTOPOGRAPHIC SURVEY C1.1 BLDGBUILDINGBTMBOTTOMBUBUBBLE UPBWBACK OF WALKCOCLEAN OUT TO GRADECONCCONCRETEDIDROP INLETDWDOMESTIC WATEREXEXISTINGFCFACE OF CURBFFFINISH FLOORFGFINISH GRADEFMFORCE MAINFSFIRE SERVICEGBGRADE BREAKHPHIGH POINTINVINVERT ELEVATIONIRRIRRIGATIONL/SLANDSCAPEMAXMAXIMUMPLPROPERTY LINEPVPAVEMENTSDSTORM DRAINSDCOSTORM DRAIN CLEAN OUTSDMHSTORM DRAIN MANHOLESSSANITARY SEWERTCTOP OF CURBTOPTOP OF SLOPEUPUTILITY POLENOTESNTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020DESCRIPTIONABBREVIATIONLINETYPE/SYMBOLSQUARE INLET/OVERFLOW DRAINDIUTILITY LEGENDOVERHEAD ELECTRICOH0SCALE 1" = FEET20204060GELLERT BLVD.1.THIS IS NOT A BOUNDARY SURVEY. NO LIABILITY IS ASSUMED BY THE ENGINEER FOR THE EXISTENCE OF ANYEASEMENT, ENCUMBRANCES, DISCREPANCIES IN BOUNDARY OR TITLE DEFECTS NOT MENTIONED IN SAIDDOCUMENTS AND THEREFORE NOT SHOWN ON THIS DRAWING.2.THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIESAS SHOWN ON THIS TOPOGRAPHIC SURVEY WERE OBTAINED FROM SOURCES OFVARYING RELIABILITY. THE CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATIONWILL REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF SUCHUNDERGROUND UTILITIES. (A REASONABLE EFFORT HAS BEEN MADE TO LOCATE ANDDELINEATE ALL UNKNOWN UNDERGROUND UTILITIES.) HOWEVER, THE SURVEYOR CANASSUME NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITSDELINEATION OF SUCH UNDERGROUND UTILITIES WHICH MAY BE ENCOUNTERED, BUTWHICH ARE NOT SHOWN ON THESE DRAWINGS.3.A.P.N.:091-661171-8 & 091-661-1804.BASIS OF ELEVATION NOTE:THE ELEVATIONS SHOWN HEREON ARE BASED ON THE RIM ELEVATION OF A SANITARYSEWER MANHOLE AS SHOWN ON THE SOUTH SAN FRANCISCO UTILITY BLOCK MAP IN THEOFFICE OF THE PUBLIC WORKS DEPARTMENT. ELEVATION = 282.20'.5.FLOOD ZONE NOTE:THE SUBJECT PROPERTY IS SHOWN ON THE FEDERAL EMERGENCY MANAGEMENTAGENCY FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NUMBER 06081 C0039F,DATED APRIL 5,2019, AS BEING LOCATED IN FLOOD ZONE "X", AREAS OF MINIMALFLOODING;85 RAMPCL 6.0' ENTRANCE ELEC PANEL BOXON CONC. PADPAD EL = 319.12'TELEPHONEPANEL7 GAS METERSON CONC PADMETALCONTAINERRAMPSHED T.E.T.E.T.E.T.E.8" WALL8" WALLTRANSFORMERON CONCRETEPADBACKFLOWPREVENTER2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYGATET.E.T.E.T.E. PAD=323.91'2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00" E 268.16' N47°00'00"E42.73'R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"CARWASHFF323.95FF 319.55FF 323.95FF 315.404"SD S=0.02FF 322.00AC OVERLAYRAMPCL 6.0' ENTRANCE ELEC PANEL BOXON CONC. PADPAD EL = 319.12'TELEPHONEPANEL7 GAS METERSON CONC PADMETALCONTAINERRAMPSHED T.E.T.E.T.E.T.E.8" WALL8" WALLTRANSFORMERON CONCRETEPADBACKFLOWPREVENTER2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYGATET.E.T.E.T.E. PAD=323.91'2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00" E 268.16' N47°00'00"E42.73'R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"SQUARE INLET/OVERFLOW DRAINDIDESCRIPTIONABBREVIATIONLINETYPEMONUMENT LINEEXISTING EASEMENTADJACENT PROPERTY LINENEW VERTICAL CURBNEW CURB & GUTTERPLBUILDING LINESPOT ELEVATIONNEW CONCRETE SIDEWALKEXISTING ELEVATIONPROPERTY LINEOVERLAND RELEASEGRADE BREAK / RIDGE LINECONTOURGENERAL LEGENDABBREVIATIONSGRADING & UTILITY PLAN C2.0 BLDGBUILDINGBTMBOTTOMBUBUBBLE UPBWBACK OF WALKCOCLEAN OUT TO GRADECONCCONCRETEDIDROP INLETDWDOMESTIC WATEREXEXISTINGFCFACE OF CURBFFFINISH FLOORFGFINISH GRADEFMFORCE MAINFSFIRE SERVICEGBGRADE BREAKHPHIGH POINTINVINVERT ELEVATIONIRRIRRIGATIONL/SLANDSCAPEMAXMAXIMUMPLPROPERTY LINEPVPAVEMENTSDSTORM DRAINSDCOSTORM DRAIN CLEAN OUTSDMHSTORM DRAIN MANHOLESSSANITARY SEWERTCTOP OF CURBTOPTOP OF SLOPEUPUTILITY POLENOTESNTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-20202" AC GRIND AND OVERLAYLANDSCAPE AREACONCRETE SIDEWALK AREACONCRETE AREABIORETENTION AREAFULL DEPTH PAVEMENT REMOVALPERMEABLE CONCRETE0SCALE 1" = FEET20204060GELLERT BLVD.1.THIS IS NOT A BOUNDARY SURVEY. NO LIABILITY IS ASSUMED BY THE ENGINEER FOR THE EXISTENCE OF ANYEASEMENT, ENCUMBRANCES, DISCREPANCIES IN BOUNDARY OR TITLE DEFECTS NOT MENTIONED IN SAIDDOCUMENTS AND THEREFORE NOT SHOWN ON THIS DRAWING.2.THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIESAS SHOWN ON THIS TOPOGRAPHIC SURVEY WERE OBTAINED FROM SOURCES OFVARYING RELIABILITY. THE CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATIONWILL REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF SUCHUNDERGROUND UTILITIES. (A REASONABLE EFFORT HAS BEEN MADE TO LOCATE ANDDELINEATE ALL UNKNOWN UNDERGROUND UTILITIES.) HOWEVER, THE SURVEYOR CANASSUME NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITSDELINEATION OF SUCH UNDERGROUND UTILITIES WHICH MAY BE ENCOUNTERED, BUTWHICH ARE NOT SHOWN ON THESE DRAWINGS.3.A.P.N.:091-661171-8 & 091-661-1804.BASIS OF ELEVATION NOTE:THE ELEVATIONS SHOWN HEREON ARE BASED ON THE RIM ELEVATION OF A SANITARYSEWER MANHOLE AS SHOWN ON THE SOUTH SAN FRANCISCO UTILITY BLOCK MAP IN THEOFFICE OF THE PUBLIC WORKS DEPARTMENT. ELEVATION = 282.20'.5.FLOOD ZONE NOTE:THE SUBJECT PROPERTY IS SHOWN ON THE FEDERAL EMERGENCY MANAGEMENTAGENCY FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NUMBER 06081 C0039F,DATED APRIL 5,2019, AS BEING LOCATED IN FLOOD ZONE "X", AREAS OF MINIMALFLOODING;86 SEWER BOXGELLERT BLVD.2245 GELLERT BLVDS24°45'10"E532.83'S74°26'00" W 334.24'.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"FF 300.20±FF 300.20±NEW ADA RAMPFF 300.20±SEWER BOXGELLERT BLVD.2245 GELLERT BLVDS24°45'10"E532.83'S74°26'00" W 334.24'.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"DESCRIPTIONABBREVIATIONLINETYPEMONUMENT LINEEXISTING EASEMENTADJACENT PROPERTY LINENEW VERTICAL CURBNEW CURB & GUTTERPLBUILDING LINESPOT ELEVATIONNEW CONCRETE SIDEWALKEXISTING ELEVATIONPROPERTY LINEOVERLAND RELEASEGRADE BREAK / RIDGE LINECONTOURGENERAL LEGENDABBREVIATIONSGRADING PLAN C2.1 BLDGBUILDINGBTMBOTTOMBUBUBBLE UPBWBACK OF WALKCOCLEAN OUT TO GRADECONCCONCRETEDIDROP INLETDWDOMESTIC WATEREXEXISTINGFCFACE OF CURBFFFINISH FLOORFGFINISH GRADEFMFORCE MAINFSFIRE SERVICEGBGRADE BREAKHPHIGH POINTINVINVERT ELEVATIONIRRIRRIGATIONL/SLANDSCAPEMAXMAXIMUMPLPROPERTY LINEPVPAVEMENTSDSTORM DRAINSDCOSTORM DRAIN CLEAN OUTSDMHSTORM DRAIN MANHOLESSSANITARY SEWERTCTOP OF CURBTOPTOP OF SLOPEUPUTILITY POLENOTESNTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-20202" AC GRIND AND OVERLAYLANDSCAPE AREACONCRETE SIDEWALK AREACONCRETE AREABIORETENTION AREAFULL DEPTH PAVEMENT REMOVALPERMEABLE PAVER AREA0SCALE 1" = FEET20204060GELLERT BLVD.1.THIS IS NOT A BOUNDARY SURVEY. NO LIABILITY IS ASSUMED BY THE ENGINEER FOR THE EXISTENCE OF ANYEASEMENT, ENCUMBRANCES, DISCREPANCIES IN BOUNDARY OR TITLE DEFECTS NOT MENTIONED IN SAIDDOCUMENTS AND THEREFORE NOT SHOWN ON THIS DRAWING.2.THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIESAS SHOWN ON THIS TOPOGRAPHIC SURVEY WERE OBTAINED FROM SOURCES OFVARYING RELIABILITY. THE CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATIONWILL REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF SUCHUNDERGROUND UTILITIES. (A REASONABLE EFFORT HAS BEEN MADE TO LOCATE ANDDELINEATE ALL UNKNOWN UNDERGROUND UTILITIES.) HOWEVER, THE SURVEYOR CANASSUME NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITSDELINEATION OF SUCH UNDERGROUND UTILITIES WHICH MAY BE ENCOUNTERED, BUTWHICH ARE NOT SHOWN ON THESE DRAWINGS.3.A.P.N.:091-661171-8 & 091-661-1804.BASIS OF ELEVATION NOTE:THE ELEVATIONS SHOWN HEREON ARE BASED ON THE RIM ELEVATION OF A SANITARYSEWER MANHOLE AS SHOWN ON THE SOUTH SAN FRANCISCO UTILITY BLOCK MAP IN THEOFFICE OF THE PUBLIC WORKS DEPARTMENT. ELEVATION = 282.20'.5.FLOOD ZONE NOTE:THE SUBJECT PROPERTY IS SHOWN ON THE FEDERAL EMERGENCY MANAGEMENTAGENCY FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NUMBER 06081 C0039F,DATED APRIL 5,2019, AS BEING LOCATED IN FLOOD ZONE "X", AREAS OF MINIMALFLOODING;SQUARE INLET/OVERFLOW DRAINDI87 2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAY2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00" E 268.16' N47°00'00"E42.73'R=35.00'L=28.23'Δ=46°13'00"R=35.00'L=28.23'Δ=46°13'00"R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"CARWASHFF323.95FF 319.55FF 323.95FF 315.404"SD S=0.02FF 322.00AC OVERLAY2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAY2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00" E 268.16' N47°00'00"E42.73'R=35.00'L=28.23'Δ=46°13'00"R=35.00'L=28.23'Δ=46°13'00"R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"DMA-02TCM-02DMA-04TCM-04DMA-10DMA-07DMA-11SELF TREATING -06288 SFDMA-02SELF TREATING -053,111 SFDMA-03DMA-04DMA-05DMA-06TCM-03TCM-05TCM-07TCM-06DMA-09DMA-11EQUIVALANT AREA -011291 SFSELF TREATING -04223 SFSELF TREATING -01773 SFSELF TREATING -02324 SFSELF TREATING -03324 SFTCM-01DMA-01······PLAN LEGENDSITE DESIGN MEASURESOVERALL SITE SURFACESSOURCE CONTROL MEASURES···MONUMENT LINEADJACENT PROPERTY LINENEW VERTICAL CURBPROPERTY LINEDRAINAGE MANAGEMENT AREA LIMITSDESCRIPTIONLINETYPESTORMWATER CONTROL PLAN C3.0 NTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020DMA-01PERMEABLE PAVERLANDSCAPE AREADRAINAGE MANAGEMENT AREAAC-01ST-01ALTERNATIVE COMPLIANCE AREASELF-TREATING AREADISTURBED SITE AREA (HARDSCAPE)SR-01SELF-RETAINING AREASTORMWATER TREATMENT TABLE0SCALE 1" = FEET30306090GELLERT BLVD.Water Quality Design Volume CalculationsDrainage Management AreaDMA-1DMA-2DMA-3DMA-4DMA-5DMA-6DMA-7DMA-8DMA-9DMA-10DMA-11DMA-12DMA-13DMA-141Total Drainage Area (AT) to BMP (ft2)2,5756,7793,78010,6318,0404,5667,5542,3273,0305,0733,05911,7999,9815,569Impervious Surface Area (ft2)1,8736,2973,6329,2477,7224,3266,7151,9372,6353,5522,19711,6808,2055,4382Percent Imperviousness (%)73%93%96%87%96%95%89%83%87%70%72%99%82%98%3Mean Annual Precipitation (in.)26.226.226.226.226.226.226.226.226.226.226.226.226.226.24Rain Gage Closest to the Site - MAPgage (in.)20.120.120.120.120.120.120.120.120.120.120.120.120.120.15Rain Gage Correction Factor1.301.301.301.301.301.301.301.301.301.301.301.301.301.306Soil Type for Drainage AreaDDDDDDDDDDDDDD7Average Slope for the Drainage Area (%)111111111111118Unit Basin Storage (UBS) from sizing curves (in.)0.850.850.850.850.850.850.850.850.850.850.850.850.850.859Size the BMP - Water Quality Design Volume (ft3)1795863378677164026281822473422111,080774503Biotreatment Cell Sizing1Water Quality Design Volume VWQ (ft3)1795863378677164026281822473422111,080774503Adjusted Unit Basin Storage (UBS) (in.)1.111.111.111.111.111.111.111.111.111.111.111.111.111.112Assume Rainfall Intensity of 0.2 in./hr for flow-based sizing criteria0.20.20.20.20.20.20.20.20.20.20.20.20.20.23Duration of the rain event (hrs) = UBS / Rainfall Intensity)5.545.545.545.545.545.545.545.545.545.545.545.545.545.544Preliminary Estimate of Total Surface Area (AP) (ft2) = 0.04 x AT 78 254146 375310174 272 7910714891 468 3352185Assume Smaller Surface (% Reduction)19%19%18%18%18%18%18%19%19%18%18%29%19%30%Provided Surface Area (AA) (ft2)632051203082541422236487121753302701536Volume of Runoff Filtering through Treatment Soil (VR) (ft3) = AA x 5"/hr. x (1 ft/12 in.) xDuration (hrs)1454732777115863285151482012791737626233537Portion of VWQ Required to be Stored in Ponding Area: VP (ft3) = VWQ - VR 341136015613074113 354663 383181511508Average Ponding Depth is between 6 and 12 (in.): HP (in.) = VP (ft3) / AA (ft2) x 12 in/ft6.56.66.06.16.16.26.16.56.46.26.011.66.711.89Actual Depth of Ponds (in.)6.56.66.06.16.16.26.16.56.46.26.011.66.711.888 GELLERT BLVD.2245 GELLERT BLVDGELLERT BLVD.2245 GELLERT BLVDN24°45'10"W367.93'S24°45'10"E532.83'N74°26'00"E268.16' S74°26'00" W 334.24'R=750.00'L=92.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"FF 319.55FF 315.40FF 300.20±FF 300.20±NEW ADA RAMPFF 300.20±GELLERT BLVD.2245 GELLERT BLVDGELLERT BLVD.2245 GELLERT BLVDN24°45'10"W367.93'S24°45'10"E532.83'N74°26'00"E268.16' S74°26'00" W 334.24'R=750.00'L=92.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"DMA-04TCM-04DMA-10DMA-07TCM-12DMA-12DMA-11DMA-13SELF TREATING -06288 SFSELF TREATING -053,111 SFDMA-05DMA-06TCM-05TCM-07TCM-06DMA-08DMA-09TCM-09TCM-10DMA-11TCM-11SELF TREATING -071,040 SFTCM-14SELF TREATING -084,369 SFDMA-14TCM-08TCM-13······PLAN LEGENDSITE DESIGN MEASURESOVERALL SITE SURFACESSOURCE CONTROL MEASURES···MONUMENT LINEADJACENT PROPERTY LINENEW VERTICAL CURBPROPERTY LINEDRAINAGE MANAGEMENT AREA LIMITSDESCRIPTIONLINETYPESTORMWATER CONTROL PLAN C3.1 NTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020PERMEABLE PAVERLANDSCAPE AREADMA-01DRAINAGE MANAGEMENT AREAAC-01ST-01ALTERNATIVE COMPLIANCE AREASELF-TREATING AREADISTURBED SITE AREA (HARDSCAPE)SR-01SELF-RETAINING AREASTORMWATER TREATMENT TABLE0SCALE 1" = FEET30306090GELLERT BLVD.Water Quality Design Volume CalculationsDrainage Management AreaDMA-1DMA-2DMA-3DMA-4DMA-5DMA-6DMA-7DMA-8DMA-9DMA-10DMA-11DMA-12DMA-13DMA-141Total Drainage Area (AT) to BMP (ft2)2,5756,7793,78010,6318,0404,5667,5542,3273,0305,0733,05911,7999,9815,569Impervious Surface Area (ft2)1,8736,2973,6329,2477,7224,3266,7151,9372,6353,5522,19711,6808,2055,4382Percent Imperviousness (%)73%93%96%87%96%95%89%83%87%70%72%99%82%98%3Mean Annual Precipitation (in.)26.226.226.226.226.226.226.226.226.226.226.226.226.226.24Rain Gage Closest to the Site - MAPgage (in.)20.120.120.120.120.120.120.120.120.120.120.120.120.120.15Rain Gage Correction Factor1.301.301.301.301.301.301.301.301.301.301.301.301.301.306Soil Type for Drainage AreaDDDDDDDDDDDDDD7Average Slope for the Drainage Area (%)111111111111118Unit Basin Storage (UBS) from sizing curves (in.)0.850.850.850.850.850.850.850.850.850.850.850.850.850.859Size the BMP - Water Quality Design Volume (ft3)1795863378677164026281822473422111,080774503Biotreatment Cell Sizing1Water Quality Design Volume VWQ (ft3)1795863378677164026281822473422111,080774503Adjusted Unit Basin Storage (UBS) (in.)1.111.111.111.111.111.111.111.111.111.111.111.111.111.112Assume Rainfall Intensity of 0.2 in./hr for flow-based sizing criteria0.20.20.20.20.20.20.20.20.20.20.20.20.20.23Duration of the rain event (hrs) = UBS / Rainfall Intensity)5.545.545.545.545.545.545.545.545.545.545.545.545.545.544Preliminary Estimate of Total Surface Area (AP) (ft2) = 0.04 x AT 78 254146 375310174 272 7910714891 468 3352185Assume Smaller Surface (% Reduction)18%18%18%18%18%17%18%13%18%17%18%29%18%30%Provided Surface Area (AA) (ft2)642091203072551452246988123753302761536Volume of Runoff Filtering through Treatment Soil (VR) (ft3) = AA x 5"/hr. x (1 ft/12 in.) xDuration (hrs)1484822777095893355171592032841737626373537Portion of VWQ Required to be Stored in Ponding Area: VP (ft3) = VWQ - VR 32 10360158127 67111 234458 383181371508Average Ponding Depth is between 6 and 12 (in.): HP (in.) = VP (ft3) / AA (ft2) x 12 in/ft5.95.96.06.26.05.55.94.06.05.76.011.66.011.89Actual Depth of Ponds (in.)6.06.06.06.26.06.06.06.06.06.06.011.66.011.889 RAMPCL 6.0' ENTRANCE ELEC PANEL BOXON CONC. PADPAD EL = 319.12'TELEPHONEPANEL7 GAS METERSON CONC PADMETALCONTAINERRAMPSHED T.E.T.E.T.E.T.E.8" WALL8" WALLTRANSFORMERON CONCRETEPADBACKFLOWPREVENTER2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYGATET.E.T.E.T.E. PAD=323.91'2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00 " E 268.16' N47°00'00"E42.73'R=35.00'L=28.23'Δ=46°13'00"R=35.00'L=28.23'Δ=46°13'00"R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"CARWASHFF323.95FF 319.55FF 323.95FF 315.40FF 322.00RAMPCL 6.0' ENTRANCE ELEC PANEL BOXON CONC. PADPAD EL = 319.12'TELEPHONEPANEL7 GAS METERSON CONC PADMETALCONTAINERRAMPSHED T.E.T.E.T.E.T.E.8" WALL8" WALLTRANSFORMERON CONCRETEPADBACKFLOWPREVENTER2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYGATET.E.T.E.T.E. PAD=323.91'2215 GELLERTGELLERT BLVDJUNIPERO SERA HIGHWAYN88°06'00"W239.53'N54°56'00"W172.73'N24°45'10"W367.93'N74°26'00 " E 268.16' N47°00'00"E42.73'R=35.00'L=28.23'Δ=46°13'00"R=35.00'L=28.23'Δ=46°13'00"R=200.00'L=39.46'Δ=11°18'13"R=750.00'L=373.63'Δ=28°32'36"R=750.00'L=92.58'Δ=7°04'21"NTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020PLAN LEGENDEROSION CONTROL PLAN C4.0 SHEET #DETAIL #FIBER ROLL EROSION BARRIEREXISTING DRAIN INLET PROTECTIONDETAIL CALLOUT01-FIBER ROLL EROSION BARRIER02DRAIN INLET PROTECTION013/4" x 3/4" WOOD STAKE @ 4' O.C.PROFILEFOR FLAT AREASDIRECTIONOF FLOWSTRAW FIBER ROLL WRAPPED INA TUBULAR BLACK PLASTIC NETTINGWITH A DIAMETER OF 8" - 10".FINISHED GRADE3" MIN5" MAX.12" MIN1.FIBER ROLL COMPOSED OF BIO-DEGRADEABLE FIBERS STUFFED INTO A PHOTO-DEGRADEABLE OPEN WEAVE NETTING.2.FIBER ROLL EROSION BARRIER TRAPS SEDIMENT AND REDUCES SHEET AND HILLSIDE EROSION BY REDUCING SLOPE GRADIENT. IT INCREASING INFILTRATIONRATES AND BY PRODUCING A FAVORABLE ENVIRONMENT FOR PLANTESTABLISHMENT.3.FIBER ROLL INSTALLATION REQUIRES THE PLACEMENT AND SECURE STAKING OFTHE FIBER ROLL IN A TRENCH 3"-5" DEEP, DUG ON CONTOUR. RUNOFF MUST NOTBE ALLOWED TO RUN UNDER OR AROUND FIBER ROLL.CATCH BASIN W/ FILTERFABRIC UNDER GRATE.STRAW WATTLEFILTER FABRIC3/4" GRAVEL OR GRAVELFILLED SANDBAGSPLANWRAP STRAW WATTLEAROUND INLETSTORM INLET3/4" GRAVEL OR GRAVELFILLED SANDBAGSFINISH GRADE1.EROSION CONTROL FACILITIES AND MEASURES ARE TO BE INSTALLED AND OPERABLE AT THE COMMENCEMENT OF CONSTRUCTION UNTIL INSTALLATION OF THE PERMANENT PROJECT LANDSCAPING AND PAVING.2.CHANGES TO THE EROSION CONTROL MEASURES INDICATED ON THESE PLANS AND DESCRIBED HEREIN TO ACCOMMODATE FIELD CONDITIONS MAY BE MADE ONLY WITH THE PRIOR APPROVAL OF OR AT THE DIRECTION OF THE CITY ENGINEER.3.A CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT ANY POINT OF EGRESS FROM THE SITE. THE CONSTRUCTION ENTRANCE SHOULD BE COMPOSED OF COARSE DRAIN ROCK (3"-6" IN DIAMETER) AT LEAST TWELVE (12) INCHES THICK BY FIFTY (50) FEET LONG BY TWELVE (12) FEETWIDE AND SHALL BE MAINTAINED UNTIL THE SITE IS PAVED.4.SEDIMENT TRAPS SHALL BE CONSTRUCTED AROUND EACH STORM INLET AS INDICATED ON THE EROSION CONTROL PLAN. SEE THE "DRAIN INLET PROTECTION" DETAIL ON THIS SHEET. THESE SEDIMENT TRAPS SHALL BE MAINTAINED IN PLACE UNTIL THE CONCLUSION OF THE SITEPAVING AND THE INSTALLATION OF PERMANENT LANDSCAPING SQUARE FEET PER TRIBUTARY ACRE. ALL INLETS WHICH ARE NOT PROTECTED BY SEDIMENT TRAPS SHALL BE COMPLETELY BLOCKED AS LONG AS THE EROSION CONTROL PLAN IS IN EFFECT.5.ALL PAVED AREAS SHALL BE KEPT CLEAR OF EARTH MATERIAL AND DEBRIS. THE SITE SHALL BE MAINTAINED SO AS TO PREVENT SEDIMENT-LADEN RUNOFF FROM ENTERING THE STORM DRAINAGE SYSTEM OR ADJACENT PROPERTIES.6.ALL EROSION CONTROL FACILITIES SHALL BE INSPECTED BY THE CONTRACTOR AND REPAIRED, AS REQUIRED, AT THE CONCLUSION OF EACH WORKING DAY DURING THE RAINY SEASON. THE CONTRACTOR SHALL INSPECT THE EROSION CONTROL FACILITIES AND MAKE NECESSARYREPAIRS THERETO PRIOR TO ANTICIPATED STORMS, AND SHALL PERIODICALLY INSPECT THE SITE AT REASONABLE INTERVALS DURING STORMS OF EXTENDED DURATION. REPAIRS TO DAMAGED FACILITIES SHALL BE REPAIRED IMMEDIATELY.7.ANY DAMAGE TO REVEGETATED SLOPES SHALL BE REPAIRED AS SOON AS PRACTICABLE.8.PROVISION SHALL BE MADE TO ASSURE THAT BORROW AREAS AND STOCKPILED SOILS ARE PROTECTED FROM EROSION. THIS SHALL CONSIST AS A MINIMUM, OF COVERING WITH PLASTIC SHEETING, OR BY SEEDING, MULCHING AND FERTILIZING.9.FOLLOWING EACH STORM, THE CONTRACTOR SHALL INSPECT EACH STORM INLET SEDIMENT TRAP TO ASSURE THE INTEGRITY OF THE BASIN AND OUTLET PIPE. ANY DAMAGE TO THESE OR OTHER EROSION CONTROL DEVICES SHALL BE REPAIRED AS SOON AS PRACTICABLE.10.AS SOON AS PRACTICABLE FOLLOWING EACH STORM, THE CONTRACTOR SHALL REMOVE ANY ACCUMULATION OF SILT OR DEBRIS FROM THE SEDIMENT TRAP BASIN AND SHALL CLEAR THE OUTLET PIPE OF ANY BLOCKAGE.11.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL FACILITIES AND SHALL CONDUCT PERIODIC INSPECTION OF THE PROJECT SITE DURING STORMS OF PROLONGED DURATION AND/OR HEAVY INTENSITY TOASSURE THAT THEY FUNCTION IN THE MANNER DESCRIBED HEREIN.GENERAL EROSION CONTROL NOTES0SCALE 1" = FEET30306090GELLERT BLVD.90 GELLERT BLVD.2245 GELLERT BLVDSEWER BOXGELLERT BLVD.2245 GELLERT BLVDS24°45'10"E532.83'N74°26'00"E268.16' S74°26'00" W 334.24'R=750.00'L=92.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23"FF 315.40FF 300.20±FF 300.20±NEW ADA RAMPFF 300.20±GELLERT BLVD.2245 GELLERT BLVDSEWER BOXGELLERT BLVD.2245 GELLERT BLVDS24°45'10"E532.83'N74°26'00"E268.16' S74°26'00" W 334.24'R=750.00'L=92.58'Δ=7°04'21"R=2550.00'L=426.08'Δ=9°34'25"R=400.00'L=123.96'Δ=17°45'23" NTERRA GROUP 1295 E Dunne Avenue #230 Morgan Hill California 9503706-16-2020PLAN LEGENDEROSION CONTROL PLAN C4.1 SHEET #DETAIL #FIBER ROLL EROSION BARRIEREXISTING DRAIN INLET PROTECTIONDETAIL CALLOUT01-FIBER ROLL EROSION BARRIER02DRAIN INLET PROTECTION013/4" x 3/4" WOOD STAKE @ 4' O.C.PROFILEFOR FLAT AREASDIRECTIONOF FLOWSTRAW FIBER ROLL WRAPPED INA TUBULAR BLACK PLASTIC NETTINGWITH A DIAMETER OF 8" - 10".FINISHED GRADE3" MIN5" MAX.12" MIN1.FIBER ROLL COMPOSED OF BIO-DEGRADEABLE FIBERS STUFFED INTO A PHOTO-DEGRADEABLE OPEN WEAVE NETTING.2.FIBER ROLL EROSION BARRIER TRAPS SEDIMENT AND REDUCES SHEET AND HILLSIDE EROSION BY REDUCING SLOPE GRADIENT. IT INCREASING INFILTRATIONRATES AND BY PRODUCING A FAVORABLE ENVIRONMENT FOR PLANTESTABLISHMENT.3.FIBER ROLL INSTALLATION REQUIRES THE PLACEMENT AND SECURE STAKING OFTHE FIBER ROLL IN A TRENCH 3"-5" DEEP, DUG ON CONTOUR. RUNOFF MUST NOTBE ALLOWED TO RUN UNDER OR AROUND FIBER ROLL.CATCH BASIN W/ FILTERFABRIC UNDER GRATE.STRAW WATTLEFILTER FABRIC3/4" GRAVEL OR GRAVELFILLED SANDBAGSPLANWRAP STRAW WATTLEAROUND INLETSTORM INLET3/4" GRAVEL OR GRAVELFILLED SANDBAGSFINISH GRADE1.EROSION CONTROL FACILITIES AND MEASURES ARE TO BE INSTALLED AND OPERABLE AT THE COMMENCEMENT OF CONSTRUCTION UNTIL INSTALLATION OF THE PERMANENT PROJECT LANDSCAPING AND PAVING.2.CHANGES TO THE EROSION CONTROL MEASURES INDICATED ON THESE PLANS AND DESCRIBED HEREIN TO ACCOMMODATE FIELD CONDITIONS MAY BE MADE ONLY WITH THE PRIOR APPROVAL OF OR AT THE DIRECTION OF THE CITY ENGINEER.3.A CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT ANY POINT OF EGRESS FROM THE SITE. THE CONSTRUCTION ENTRANCE SHOULD BE COMPOSED OF COARSE DRAIN ROCK (3"-6" IN DIAMETER) AT LEAST TWELVE (12) INCHES THICK BY FIFTY (50) FEET LONG BY TWELVE (12) FEETWIDE AND SHALL BE MAINTAINED UNTIL THE SITE IS PAVED.4.SEDIMENT TRAPS SHALL BE CONSTRUCTED AROUND EACH STORM INLET AS INDICATED ON THE EROSION CONTROL PLAN. SEE THE "DRAIN INLET PROTECTION" DETAIL ON THIS SHEET. THESE SEDIMENT TRAPS SHALL BE MAINTAINED IN PLACE UNTIL THE CONCLUSION OF THE SITEPAVING AND THE INSTALLATION OF PERMANENT LANDSCAPING SQUARE FEET PER TRIBUTARY ACRE. ALL INLETS WHICH ARE NOT PROTECTED BY SEDIMENT TRAPS SHALL BE COMPLETELY BLOCKED AS LONG AS THE EROSION CONTROL PLAN IS IN EFFECT.5.ALL PAVED AREAS SHALL BE KEPT CLEAR OF EARTH MATERIAL AND DEBRIS. THE SITE SHALL BE MAINTAINED SO AS TO PREVENT SEDIMENT-LADEN RUNOFF FROM ENTERING THE STORM DRAINAGE SYSTEM OR ADJACENT PROPERTIES.6.ALL EROSION CONTROL FACILITIES SHALL BE INSPECTED BY THE CONTRACTOR AND REPAIRED, AS REQUIRED, AT THE CONCLUSION OF EACH WORKING DAY DURING THE RAINY SEASON. THE CONTRACTOR SHALL INSPECT THE EROSION CONTROL FACILITIES AND MAKE NECESSARYREPAIRS THERETO PRIOR TO ANTICIPATED STORMS, AND SHALL PERIODICALLY INSPECT THE SITE AT REASONABLE INTERVALS DURING STORMS OF EXTENDED DURATION. REPAIRS TO DAMAGED FACILITIES SHALL BE REPAIRED IMMEDIATELY.7.ANY DAMAGE TO REVEGETATED SLOPES SHALL BE REPAIRED AS SOON AS PRACTICABLE.8.PROVISION SHALL BE MADE TO ASSURE THAT BORROW AREAS AND STOCKPILED SOILS ARE PROTECTED FROM EROSION. THIS SHALL CONSIST AS A MINIMUM, OF COVERING WITH PLASTIC SHEETING, OR BY SEEDING, MULCHING AND FERTILIZING.9.FOLLOWING EACH STORM, THE CONTRACTOR SHALL INSPECT EACH STORM INLET SEDIMENT TRAP TO ASSURE THE INTEGRITY OF THE BASIN AND OUTLET PIPE. ANY DAMAGE TO THESE OR OTHER EROSION CONTROL DEVICES SHALL BE REPAIRED AS SOON AS PRACTICABLE.10.AS SOON AS PRACTICABLE FOLLOWING EACH STORM, THE CONTRACTOR SHALL REMOVE ANY ACCUMULATION OF SILT OR DEBRIS FROM THE SEDIMENT TRAP BASIN AND SHALL CLEAR THE OUTLET PIPE OF ANY BLOCKAGE.11.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL FACILITIES AND SHALL CONDUCT PERIODIC INSPECTION OF THE PROJECT SITE DURING STORMS OF PROLONGED DURATION AND/OR HEAVY INTENSITY TOASSURE THAT THEY FUNCTION IN THE MANNER DESCRIBED HEREIN.GENERAL EROSION CONTROL NOTES0SCALE 1" = FEET30306090GELLERT BLVD.91 L.001PLANTING NOTESAS NOTEDL.001PLANTING NOTESI AGREE TO COMPLY WITH THE REQUIREMENTS OF THE WATER EFFICIENT LANDSCAPE ORDINANCE AND SUBMIT A COMPLETE LANDSCAPE DOCUMENTATION PACKAGE. BY: DATE: LIC NO.: 6032 I HAVE COMPLIED WITH THE CRITERIA OF THE WATER EFFICIENT LANDSCAPE ORDINANCE AND APPLIED THEM FOR THE EFFICIENT USE OF WATER IN THE LANDSCAPE DESIGN PLANS. BY: DATE: LIC NO.: 6032 05/11/2020 I HAVE COMPLIED WITH THE CRITERIA OF THE WATER EFFICIENT LANDSCAPE ORDINANCE AND APPLIED THEM FOR THE EFFICIENT USE OF WATER IN THE IRRIGATION DESIGN PLANS. BY: DATE: LIC NO.: 6032 A DIAGRAM OF THE IRRIGATION PLAN SHOWING HYDROZONES SHALL BE KEPT WITH THE IRRIGATION CONTROLLER FOR SUBSEQUENT MANAGEMENT PURPOSES. A CERTIFICATE OF COMPLETION SHALL BE FILLED OUT AND CERTIFIED BY EITHER THE DESIGNER OF THE LANDSCAPE PLANS, IRRIGATION PLANS, OR THE LICENSED LANDSCAPE CONTRACTOR FOR THE PROJECT. AN IRRIGATION AUDIT REPORT SHALL BE COMPLETED AT THE TIME OF FINAL INSPECTION. 05/11/2020 05/11/2020 92 ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOACFAWSO ACFAWSOACFAWSO AA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOACFAWSO ACFAWSOACFAWSO AA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba 1"=20'-0"L.101TREE DISPOSITION PLAN40' 0"12"1"2" 20'10'0 0"12"1" TREE TO REMAIN TREE TO BE REMOVED 93 SEWER BOX A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a NEW ADA RAMP 1"=20'-0"L.102TREE DISPOSITION PLANTREE TO REMAIN TREE TO BE REMOVED 40' 0"12"1"2" 20'10'0 0"12"1" 94 ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOAA AAAA1A1A4BBBBBBBA2A1A1A1A1A1A1A1A1A1A1BaBaBaBaBaACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOAA AAAA1A1A4BBBBBBBA2A1A1A1A1A1A1A1A1A1A1BaBaBaBaBa40'0"12"1"2"20'10'00"12"1"1"=20'-0"L.201 PLANTING PLAN 95 SEWER BOXAAAAAA1A1BBBBB1B2B2A2AA1A1A1A1A1A1A1BaBaBaBaBaBaB1aAAAAAA1A1BBBBB1B2B2A2AA1A1A1A1A1A1A1BaBaBaBaBaBaB1a1"=20'-0"L.202 PLANTING PLAN 40'0"12"1"2"20'10'00"12"1"96 AA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba AA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba 1"=20'-0"L.301HYDROZONE PLAN40' 0"12"1"2" 20'10'0 0"12"1" 97 SEWER BOX A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a 1"=20'-0"L.302HYDROZONE PLAN40' 0"12"1"2" 20'10'0 0"12"1" 98 ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOACFAWSO ACF AWSOACF AWSOAA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba ACFAWSO ACFAWSO ACFAWSO ACFAWSO ACFAWSOACFAWSO ACF AWSOACF AWSOAA AA A A1 A1 A4 B BBBBB B A2 A1 A1 A1 A1 A1A1 A1 A1 A1 A1 BaBaBa Ba Ba 1"=20'-0"L.401IRRIGATION PLAN40' 0"12"1"2" 20'10'0 0"12"1" 99 SEWER BOX A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a A A A A A A1 A1 B B B B B1 B2 B2 A2 A A1 A1 A1 A1 A1 A1 A1 Ba Ba Ba Ba Ba Ba B1a C IRRIGATION CONTROLLER "C" FOR IRRIGATION. WALL MOUNT UTILITY ROOM AS DETAILED. SERVICE WITH 120 VOLT A.C. ELECTRICAL. ELECTRICAL SERVICE TO THIS LOCATION PROVIDED BY ELECTRICAL CONTRACTOR. REFER TO ELECTRICAL DRAWINGS FOR MORE INFORMATION. 1" WATER METER FOR IRRIGATION. 1" WATTS 600L PRESSURE REDUCING VALVE WITH 1" FEBCO WYE STRAINER INSIDE ACCESS BOX 1.5" FLOW SENSOR AND 1" MASTER CONTROL VALVE FOR IRRIGATION HARDWIRED TO CONTROLLER. IRRIGATION DEMAND: 60 GPM MAXIMUM AT 45 PSI AT WATER METER. VERIFY PRESSURE PRIOR TO STARTING ANY WORK. IF PRESSURE IS DIFFERENT CONTACT CITY FOR DIRECTION. STATIC PRESSURE CONFIRMED AT XX PSI AT METER LOCATION.1"=20'-0"L.402IRRIGATION PLAN40' 0"12"1"2" 20'10'0 0"12"1" 100 L.5011 2 3 4 5 6 AS NOTEDLANDSCAPE DETAILSPLANTING LOCATION SQUARE SPACING MULCH AREA, TYP S/224"MIN*2'4'4"2 X ROOTBALL 6"18"101 6' WORKBENCH 6' WORKBENCH 6' WORKBENCH 6' WORKBENCHFF6' WORKBENCH 1212331231231231231236' WORKBENCH 6' WORKBENCH 111HA4SXSCKNOKSS10.000000GEN 37AKNOKUS10.000000KUS 37AKNOKUS10.000000KUS AHHSM42KNOKAS127.000000KASAWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AFB16KNOKAS10.000000AS2 AFPB10EKNOKAS10.000000AS2 AW1T2R6630LNKNOKAS128.375000KAS AW1T1RF4824LGKNOKAS128.375000KAS 111HA4SXSCKNOKSS10.000000GEN 37AKNOKUS10.000000KUS37AKNOKUS10.000000KUS AHHSM42KNOKAS127.000000KAS AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AFB16KNOKAS10.000000AS2 AFPB10EKNOKAS10.000000AS2 AW1T2R6630LNKNOKAS128.375000KAS AW1T1RF4824LGKNOKAS128.375000KAS 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN AB1AW28KNOKAS10.000000AS2 RCE661KNOREF123.312500REF 111HA4SXSCKNOKSS10.000000GEN AB1AW28KNOKAS10.000000AS2 RCE661KNOREF123.312500REF 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN 111HA4SXSCKNOKSS10.000000GEN37AKNOKUS10.000000KUS 37AKNOKUS10.000000KUS AHHSM42KNOKAS127.000000KASAWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2AFB16KNOKAS10.000000AS2 AFPB10EKNOKAS10.000000AS2AW1T2R6630LNKNOKAS128.375000KAS AW1T1RF4824LGKNOKAS128.375000KAS 111HA4SXSCKNOKSS10.000000GEN 37AKNOKUS10.000000KUS 37AKNOKUS10.000000KUS AHHSM42KNOKAS127.000000KASAWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2 AWSOKNOKAS10.000000AWSOAS2ACF1KNOKAS10.000000ACFAS2AFB16KNOKAS10.000000AS2 AFPB10EKNOKAS10.000000AS2AW1T2R6630LNKNOKAS128.375000KAS AT2TBKNOKAS10.000000KASAW1T1RF4824LGKNOKAS128.375000KAS AAAAAAAAAA1A1A1A1A3A3A3A3A4BBBBBBBBBBBB1B2B2A2AA2A1A1A1A1A1A1A1A1A1A1A1A1A1A1A1A1A1BaBaBaBaBaBaBaBaBaBaBaB1a0.040.040.040.040.040.030.030.020.020.020.020.140.120.080.060.060.060.060.050.040.040.030.020.02.100.140.210.260.280.190.110.100.100.090.080.070.050.040.030.0300.060.090.130.190.300.490.620.550.220.190.180.160.130.110.080.060.050.040.030.040.060.070.110.160.250.390.761.411.720.890.410.360.300.240.180.130.090.070.050.040.040.050.050.070.090.120.180.300.541.062.774.493.841.180.810.620.450.320.210.130.090.060.040.00.050.050.050.060.070.080.100.140.210.340.631.413.868.5810.634.262.031.350.840.520.310.190.120.080.050.040.060.060.060.060.070.080.090.100.130.170.240.380.661.434.069.0313.5111.585.472.881.500.800.440.250.150.100.070.050.070.070.080.090.090.090.090.100.110.120.140.170.220.300.450.721.353.096.4211.624.862.201.060.550.310.190.120.080.060.04.080.080.090.100.120.120.130.130.130.140.160.190.220.270.340.440.600.881.442.906.7612.665.312.301.170.650.370.220.140.090.060.050.100.110.120.120.130.150.170.190.190.190.200.230.280.330.410.500.600.740.921.201.733.187.5810.634.332.291.290.750.430.260.160.110.070.050.040.010.120.140.150.160.170.180.200.230.270.280.290.290.330.430.520.660.800.961.141.351.561.812.113.318.5813.755.382.951.630.920.510.300.190.120.080.060.040.010.010.020.020.020.140.160.180.210.230.250.270.300.330.370.440.460.440.420.530.740.981.231.491.782.082.342.522.632.633.276.7714.1121.7710.104.562.221.120.600.350.210.140.090.060.040.0.010.020.020.020.020.030.030.030.0.140.160.200.250.300.340.380.410.440.500.580.640.770.790.670.590.771.121.592.062.543.083.483.563.443.383.193.275.2010.8413.355.482.461.260.690.390.240.150.100.070.050.030.020.020.030.030.030.040.040.040.050.050.050.0530.140.160.190.240.310.400.510.610.660.680.740.881.091.251.431.441.100.850.951.442.222.903.414.064.704.794.343.903.693.334.5910.0111.554.952.521.360.770.440.260.160.110.070.050.030.020.030.030.040.050.050.060.060.070.070.070.070.060.060.060.05.150.170.180.210.230.280.350.470.660.911.151.231.171.221.532.182.652.922.761.921.181.101.612.533.314.035.487.147.446.274.794.203.474.189.4913.955.983.071.630.890.490.290.180.110.070.050.030.020.030.040.040.050.070.080.090.100.100.100.100.100.090.080.080.070.070.070.060.0.140.170.190.220.250.280.310.360.430.540.731.071.652.352.512.172.012.684.526.106.415.603.611.671.251.622.593.654.757.158.698.898.535.814.533.663.667.2422.339.914.252.011.020.590.350.200.120.070.050.040.030.040.050.060.080.100.120.140.150.160.160.150.140.130.120.110.110.100.090.080.080.070.070.060.110.140.170.210.250.310.360.400.440.490.580.700.851.121.723.055.035.774.473.444.609.5514.3814.5112.949.224.072.011.822.593.915.108.018.769.468.606.084.453.703.284.939.2311.264.482.091.200.780.460.240.130.080.050.040.030.050.060.090.110.150.190.230.260.270.260.240.220.200.180.170.160.140.130.120.110.100.090.080.080.070.070.07.100.110.120.130.160.190.240.320.410.520.620.670.720.800.991.241.411.702.675.5311.4514.4310.548.4612.0319.2627.3323.0120.9517.247.803.342.182.533.814.736.758.188.497.385.294.053.523.013.716.8112.7718.297.553.471.981.340.970.590.300.150.080.050.040.030.060.090.120.170.230.320.420.480.490.450.400.360.330.290.260.240.220.190.180.160.140.130.120.110.100.100.100.100.100.110.0.100.120.130.150.160.170.190.230.280.360.490.680.931.161.221.191.301.712.382.612.824.8511.4923.5431.4823.9821.9722.6617.6014.4813.0617.7817.618.463.472.162.303.324.034.855.946.215.384.273.703.372.853.346.2911.7414.155.442.701.891.380.940.700.390.170.080.050.040.030.070.110.170.250.370.560.780.950.940.810.690.610.560.500.430.380.340.300.270.240.220.190.170.150.140.140.140.140.150.160.170.170.180.170.170.170.15130.130.130.140.140.160.190.220.240.250.290.350.430.540.751.121.702.372.442.132.123.084.945.996.7811.8118.5525.3327.5122.2022.1720.2013.029.019.3615.1214.527.462.581.741.982.783.483.774.174.444.283.883.442.982.693.175.499.209.664.242.542.571.350.940.850.470.160.080.050.030.020.100.160.240.380.611.021.582.021.921.451.181.081.030.900.740.630.560.510.450.390.340.300.260.220.200.190.190.200.220.240.250.270.280.280.270.260.230.210.190.180.170.170.170.170.180.180.180.180.190.190.200.200.210.240.290.330.350.380.460.560.680.831.151.843.235.095.554.223.575.5811.2914.3813.5117.1223.3619.7616.219.396.406.6511.2111.876.952.421.591.782.403.043.283.513.643.693.763.192.792.882.963.485.365.693.933.432.441.601.250.350.130.070.050.040.020.020.130.230.370.631.102.033.664.763.972.642.072.032.051.691.271.070.980.900.790.660.550.480.410.340.290.270.280.310.350.380.410.430.460.470.460.420.370.320.280.270.260.260.260.260.270.270.280.290.290.290.300.310.320.360.450.520.550.590.750.981.161.311.732.946.1311.8013.719.849.0313.2811.2411.519.426.094.284.026.859.396.202.631.801.992.252.632.922.952.993.524.183.453.793.002.472.172.743.300.760.600.190.090.060.040.020.020.260.531.031.933.625.719.2112.278.534.663.704.304.383.252.241.851.811.751.421.110.940.830.690.550.440.400.430.510.600.660.700.740.800.850.830.720.610.510.450.420.400.400.410.420.430.440.450.470.480.480.490.500.540.580.740.860.880.911.231.832.232.252.755.6213.0616.9610.437.035.514.994.423.062.342.314.527.175.663.173.113.002.733.093.053.083.643.434.403.352.571.581.020.350.150.060.040.020.020.481.092.535.5810.9414.0226.3017.459.777.7310.2910.276.453.823.393.783.642.631.901.631.531.260.910.670.580.650.841.101.241.221.261.441.661.591.281.010.830.740.680.650.660.690.720.720.730.760.820.850.820.820.860.951.051.271.511.471.442.073.594.874.826.2813.3321.3310.947.897.517.967.695.043.572.812.362.051.801.671.763.145.535.294.133.562.983.623.202.352.122.413.031.620.640.180.090.040.020.020.551.363.136.049.5810.5224.4222.2912.266.846.909.008.165.033.273.133.142.401.480.980.820.991.482.192.522.242.212.733.473.292.431.721.411.301.181.081.101.241.361.291.221.301.521.631.451.371.501.842.002.212.732.572.293.437.5512.3611.3811.1717.6226.6732.4025.7020.2717.9712.567.124.713.943.743.422.962.492.041.711.531.491.561.812.624.305.215.124.124.082.662.771.230.230.080.040.030.020.481.192.744.545.885.656.4019.4221.3116.739.296.097.037.334.842.431.371.141.502.744.815.654.473.855.457.997.664.772.992.472.492.201.861.892.342.752.432.122.323.033.382.792.372.793.854.244.175.054.643.906.8015.3525.8123.7923.3927.6924.1020.2114.7313.2912.278.225.173.643.112.992.902.822.572.161.861.741.771.942.182.623.624.293.891.704.022.651.440.330.100.050.030.020.451.073.174.794.583.883.895.589.0512.6112.2819.5117.4916.229.503.901.921.612.435.4011.1413.519.637.5511.4917.9517.3310.496.384.855.204.533.343.334.916.175.183.734.246.787.985.944.285.409.0110.267.888.408.509.6214.2815.8817.0715.7118.2420.8614.769.357.466.916.865.023.893.553.583.633.573.463.182.692.412.352.542.923.283.523.663.573.222.233.391.060.390.140.050.030.020.501.054.065.834.773.272.943.774.926.568.219.1011.1615.0016.9118.0310.033.593.878.9813.8822.0327.5523.5125.3226.6433.4631.1921.3616.8313.0713.7210.926.696.4310.7214.5511.447.758.8714.5418.1113.6711.2413.0820.2523.8917.3116.5415.4812.8912.369.697.287.999.3310.777.835.764.814.344.164.044.004.194.474.494.233.973.803.273.103.233.493.954.394.414.103.913.843.142.122.061.170.340.120.050.030.020.581.163.556.305.243.182.953.213.665.006.267.528.149.549.9510.0610.9013.3717.9714.2214.159.098.0212.1312.9913.3915.7119.3027.2428.1931.0531.1226.2326.5825.3721.6816.329.256.165.094.945.335.515.064.594.173.813.774.074.194.735.666.135.584.724.333.873.633.814.034.906.176.685.784.704.334.263.410.830.900.400.110.050.030.020.721.513.638.097.774.373.323.263.244.055.346.026.847.457.768.349.3210.4010.649.388.488.339.3910.268.787.898.818.637.779.9615.2224.7524.5425.9921.3616.827.814.874.434.574.955.064.784.414.193.843.734.154.515.887.958.657.816.084.864.333.884.184.676.498.448.748.135.984.854.694.300.340.640.480.140.060.030.020.841.834.128.3711.186.394.103.823.273.374.074.915.526.477.268.9010.0610.249.527.475.995.635.525.795.525.705.936.146.618.0611.4915.1714.1111.3420.5316.6313.2513.4216.3817.3912.9310.8410.3111.9911.649.429.179.7912.1511.9610.249.199.5411.6315.3213.427.324.804.464.715.476.075.804.994.434.093.764.334.927.078.819.648.857.235.134.504.024.535.177.718.829.828.806.695.165.314.060.800.640.210.090.050.030.841.663.295.488.287.596.005.374.033.293.343.814.665.876.869.279.8610.639.557.265.364.543.663.654.104.625.005.566.316.947.628.627.776.656.688.0510.119.348.919.6910.6210.238.206.826.205.635.355.415.946.808.4210.0910.148.657.467.5410.4010.576.954.844.575.387.278.508.046.645.024.443.794.305.016.788.799.108.716.934.824.323.944.535.127.008.578.748.136.064.865.703.913.521.530.990.360.150.060.030.701.191.952.894.026.187.456.574.613.333.043.474.375.286.077.909.469.479.106.465.013.892.912.923.714.365.136.577.767.716.675.775.224.163.874.495.676.297.679.5210.199.227.235.654.723.573.303.925.056.148.829.9310.079.636.975.897.428.306.274.724.806.198.529.359.018.205.474.583.814.054.595.457.058.117.325.414.253.953.754.194.595.366.657.286.324.754.154.294.433.432.961.540.610.190.090.040.490.731.041.341.663.716.497.055.483.492.602.923.764.545.026.037.417.796.715.294.523.292.502.583.554.525.888.139.209.187.825.534.613.352.833.274.555.597.919.5310.319.477.545.354.202.922.613.264.595.768.729.489.859.266.495.055.135.664.884.394.786.088.939.259.037.845.284.353.753.664.074.274.835.254.934.203.703.543.383.664.114.344.754.804.553.973.633.523.853.322.602.711.150.250.080.040.330.460.600.740.961.595.267.095.473.362.412.453.053.694.134.675.185.345.064.674.152.922.222.353.444.626.319.149.879.148.425.524.383.022.392.744.025.077.228.999.398.916.984.853.852.652.312.874.054.916.888.478.747.305.314.283.713.633.493.614.375.116.958.118.046.194.563.913.583.313.593.653.753.903.783.382.962.792.863.223.814.024.263.743.643.453.483.243.242.774.392.751.440.310.100.050.240.320.410.550.791.333.836.575.453.062.402.102.292.613.043.614.174.564.934.954.142.822.112.173.174.285.647.998.888.757.214.944.002.832.202.463.534.315.547.258.147.245.414.143.462.452.132.523.494.024.855.856.005.164.183.643.032.552.552.933.734.114.785.435.334.563.843.493.182.922.972.992.862.742.492.272.122.152.452.943.393.553.592.752.713.064.023.643.623.143.331.060.400.140.050.180.250.340.500.821.583.698.087.513.932.532.071.932.072.312.813.634.445.796.264.893.072.032.042.843.764.485.806.986.695.244.123.542.612.072.223.043.654.164.935.344.934.113.573.082.271.962.253.003.443.784.154.253.963.523.162.542.052.062.383.093.513.723.973.993.643.172.802.542.352.302.212.031.891.791.741.771.942.332.803.043.043.173.623.183.683.143.942.932.572.191.140.350.120.050.150.210.310.500.901.874.168.4510.925.712.982.482.192.363.024.456.187.018.769.146.293.532.111.952.523.303.654.154.604.514.023.533.172.401.912.002.593.213.483.813.993.823.413.012.602.091.811.992.502.862.963.043.042.982.792.612.291.861.802.092.582.982.992.932.732.442.192.021.971.941.881.801.731.731.761.862.052.272.622.993.143.193.493.822.212.260.930.930.390.110.0530.190.290.480.871.693.345.498.176.814.633.833.173.113.635.186.066.969.2911.708.875.533.142.012.242.773.033.313.573.533.282.962.642.121.711.742.182.602.853.012.962.762.512.292.131.931.962.292.382.292.242.272.232.182.302.712.772.111.952.212.432.362.162.001.861.761.741.751.761.811.811.811.942.082.362.723.053.233.363.553.273.293.213.790.370.680.490.140.050.160.250.420.721.211.972.893.985.445.664.724.113.953.744.174.334.034.856.146.556.285.633.412.342.212.272.402.482.572.772.682.291.941.831.871.962.242.783.342.702.312.332.332.192.102.483.603.122.552.582.392.362.532.713.073.152.993.212.802.341.911.731.701.711.781.881.992.102.081.992.112.482.883.343.854.194.143.913.933.663.123.133.660.330.830.640.200.080.210.320.490.731.021.261.493.184.134.134.985.114.123.242.602.653.043.384.445.926.554.442.942.512.422.312.292.523.493.482.662.602.372.272.592.903.043.083.113.292.592.172.343.133.262.962.863.562.661.931.842.483.223.074.442.353.302.852.161.771.821.992.232.482.722.822.862.682.372.412.933.423.914.885.825.945.114.504.253.404.073.021.580.960.350.140.160.230.320.430.550.630.730.951.902.735.616.194.392.621.922.002.803.934.745.144.854.484.163.042.262.212.893.512.843.223.252.912.041.762.273.092.714.882.462.601.821.321.552.181.562.261.931.982.362.753.273.713.863.693.483.272.692.573.143.754.696.648.378.357.335.424.783.762.822.231.793.041.500.600.170.160.210.270.330.380.460.590.911.835.056.544.562.531.821.602.294.074.973.355.443.403.032.161.431.423.182.202.433.063.434.044.855.254.824.153.723.052.673.184.105.338.209.069.168.765.974.894.002.882.662.602.682.721.120.21.110.150.180.220.280.370.540.901.904.638.416.533.021.991.481.592.992.793.122.762.743.293.885.167.188.117.105.434.303.512.713.054.175.237.978.818.777.795.604.574.023.313.243.244.402.771.350.270.110.130.170.230.330.541.012.194.799.889.814.572.411.952.172.772.752.763.732.863.454.336.548.489.018.646.824.743.772.772.843.814.505.937.297.556.184.584.073.753.123.033.740.000.840.770.340.083.250.980.35080.100.140.200.310.520.971.923.846.028.175.943.983.053.083.074.722.632.852.533.454.526.678.679.368.666.994.603.752.812.633.253.724.224.794.914.353.723.463.232.783.382.781.082.063.493.412.420.920.690.350.102.101.130.330.080.120.170.270.450.781.312.163.024.465.455.133.562.682.832.563.332.112.053.154.155.487.388.367.725.594.073.462.732.412.733.213.353.563.603.312.852.572.452.483.714.316.182.883.402.231.521.962.582.311.431.020.710.300.092.852.831.631.411.010.3770.090.140.210.330.510.741.021.231.543.513.833.002.182.492.882.171.871.672.533.544.145.045.635.214.233.503.122.472.142.182.482.532.422.241.951.701.601.772.353.353.923.782.831.551.291.261.241.221.140.860.570.380.160.060.000.000.002.151.810.860.590.941.963.062.682.782.191.521.020.740.390.070.110.160.230.310.410.510.560.610.841.721.911.822.944.043.502.432.701.231.391.381.972.913.323.643.903.823.362.842.391.951.641.581.611.541.401.241.060.960.971.261.681.681.652.011.070.660.570.570.520.480.390.250.140.080.381.362.942.762.603.032.071.160.790.830.840.931.431.350.720.420.340.320.250.080.110.150.190.240.270.290.310.330.500.901.321.941.911.302.091.561.132.372.534.392.772.110.870.861.041.171.572.242.662.752.732.502.121.791.521.301.131.060.980.870.760.650.560.510.550.730.780.800.860.720.470.210.210.170.130.100.080.090.120.240.621.341.771.922.681.260.650.440.330.260.280.360.310.300.250.170.110.110.110.060.080.100.120.140.160.170.180.190.230.390.660.860.800.570.630.660.981.492.462.613.142.151.630.960.391.242.592.654.702.992.231.000.480.491.102.383.392.482.822.831.551.010.850.911.141.511.701.641.521.341.161.000.860.750.680.610.560.470.400.340.300.280.300.330.340.350.340.280.170.110.090.070.060.060.060.080.130.240.410.460.480.610.590.370.290.160.090.070.100.110.090.080.080.060.040.060.060.060.070.080.090.100.110.110.120.130.180.320.410.400.250.270.370.560.570.681.061.310.810.520.420.521.012.343.402.762.842.911.510.760.520.771.492.262.513.322.021.521.030.660.640.931.081.342.341.600.860.630.610.570.630.780.910.960.910.800.680.590.500.440.410.380.350.310.260.230.200.170.160.160.160.160.160.140.120.100.060.050.050.050.050.050.070.090.120.110.110.180.170.130.110.100.070.050.040.040.040.040.030.030.030.020.040.040.070.070.080.080.080.120.180.220.210.140.150.170.160.190.270.250.210.240.260.280.500.921.181.422.511.710.900.670.540.460.510.540.640.951.170.750.470.340.310.300.280.360.490.550.440.360.240.240.290.380.470.520.510.450.390.340.300.270.240.230.220.210.190.160.140.130.110.100.090.090.090.090.080.070.060.050.040.040.040.040.040.050.050.050.040.050.060.070.050.040.040.030.030.030.020.020.020.020.020.010.010.020.020.060.090.110.130.120.110.080.070.070.090.110.100.090.120.140.180.220.250.350.500.600.480.370.240.170.170.150.170.260.230.170.190.200.120.090.080.100.140.150.140.120.130.120.140.170.220.260.280.260.230.200.180.160.150.140.140.140.130.120.110.100.090.080.070.060.060.060.060.050.050.040.040.030.030.030.030.030.030.030.020.020.030.030.030.030.020.020.020.020.020.020.01035.5737.1928.3627.7330.1940.5336.0229.0427.3529.8638.2533.9631.7033.2733.0538.0110.5211.2319.3924.0320.5814.1314.9121.9923.6420.0113.8215.0023.4024.2815.3811.50FRONT ROW A35.8236.0132.5636.4539.8429.9228.2328.6637.0435.6828.6928.0128.5838.7633.0529.0128.1529.1939.8831.5426.7216.7924.6223.2314.7513.9920.8524.2020.0612.8812.8120.2821.6016.1311.7314.2522.2122.7116.8012.9915.1321.48FRONT ROW B40.1840.7727.9522.7525.8132.6940.4328.8725.4129.9136.0945.7332.5418.8318.6420.2519.0812.0310.6915.7420.7720.6413.5511.18FRONT ROW C9.8437.7212.1533.5721.7131.1022.5232.4113.8233.9712.5739.0220.2735.2223.5638.9013.8334.889.7133.51FRONT ROW D1" = 30'-0"1SITE LIGHTING PLAN - PHOTOMETRICSE.801 1" = 30'-0" SITE LIGHTING PLAN PHOTOMETRICS5860 W. Las Positas Boulevard, Suite 15Pleasanton, California 94588phone: (925) 621-5300 fax: (925) 474-2159belden@beldeninc.comMERCEDES BENZ SAN FRANCISCO 2211-2245 GELLERT BLVD. SOUTH SAN FRANCISCO, CA 94080 APN#S : 091661180 (2211) & 091661171(2245)Luminaire ScheduleProject: MERCEDES BENZ OF SAN FRANCISCO - PARKING LOTSymbolQtyLabelArrangementLum. LumensArr. Lum. LumensLLFLDDLLDDescriptionFilenameLum. Watts10ABACK-BACK28713574260.8500.9000.944VISIONAIRE BLX-II-3-T5LS-30L-4K-VOLT-AM-XX-(TWIN) - 20' POLEBLX-II-3_T5LS_30L_4K.IES20021A1 *TWIN21443428860.8500.9000.944VISIONAIRE BLX-II-3-T4A-20L-4K-VOLT-AM-ROT-L/ROT-R-(TWIN ROTATED) - 16' POLEBLX-II-3_T3_20L_4K.IES1492A2SINGLE28406284060.8500.9000.944VISIONAIRE BLX-II-3-T2-30L-4K-VOLT-AM-XX-(SINGLE) - 20' POLEBLX-II-3_T2_30L_4K.IES2004A3SINGLE27878278780.8500.9000.944VISIONAIRE BLX-II-3-T3-30L-4K-VOLT-AM-XX-(SINGLE) - 20' POLEBLX-II-3_T3_30L_4K.IES2001A4SINGLE28713287130.8500.9000.944VISIONAIRE BLX-II-3-T5LS-30L-4K-VOLT-AM-XX-(SINGLE) - 20' POLEBLX-II-3_T5LS_30L_4K.IES20011BSINGLE833383330.8500.9000.944VISIONAIRE VSC-II-T2-32LC-7-4K-VOLT-WM-XX-XX - 20' M.H.VSC-II_T2_32LC_7_4K.ies741B1SINGLE840084000.8500.9000.944VISIONAIRE VSC-II-T3-32LC-7-4K-VOLT-WM-XX-XX - 20' M.H.VSC-II_T3_32LC_7_4K.ies741B1aSINGLE636463640.8500.9000.944VISIONAIRE VSC-II-T3-32LC-5-4K-VOLT-WM-XX-XX - 16' M.H.VSC-II_T3_32LC_5_4K.ies522B2SINGLE822182210.8500.9000.944VISIONAIRE VSC-II-T4-32LC-7-4K-VOLT-WM-XX-XX - 20' M.H.VSC-II_T4_32LC_7_4K.ies7411BaSINGLE631363130.8500.9000.944VISIONAIRE VSC-II-T2-32LC-5-4K-VOLT-WM-XX-XX - 16' M.H.VSC-II_T2_32LC_5_4K.ies52* TYPE OPTICAL ROTATION AS SHOWN ON THE PLAN.Calculation SummaryProject: MERCEDES BENZ OF SAN FRANCISCO - PARKING LOTLabelCalcTypeUnitsAvgMaxMinAvg/MinMax/Min# PtsFRONT ROW A **IlluminanceFc25.4340.5310.522.423.8532FRONT ROW B **IlluminanceFc25.2739.8811.732.153.4042FRONT ROW C **IlluminanceFc25.4445.7310.692.384.2824FRONT ROW D **IlluminanceFc25.5139.029.712.634.0220EMPLOYEE PARKINGIlluminanceFc4.5311.181.822.496.14109INVENTORY PARKING AIlluminanceFc7.2017.972.033.558.8588INVENTORY PARKING BIlluminanceFc6.3220.531.913.3110.75220INVENTORY PARKING CIlluminanceFc4.369.641.582.766.10307INVENTORY PARKING DIlluminanceFc3.284.252.231.471.9130INVENTORY PARKING EIlluminanceFc5.2410.842.112.485.1477PUBLIC PARKING AIlluminanceFc4.769.821.772.695.5581** HORIZONTAL FOOTCANDLE VALUES SHOWN AT 4' A.F.G.102 Project Description This narrative is to serve as supplementary information related to Conditional Use Application for the new Automotive Sales and Service facility for Mercedes Benz of San Francisco. Requested concessions for the application are the use itself, an Alternative Landscape Plan, and placement of the designated loading area at the front of the building and visible from the street. The proposed project site is located at 2211 and 2245 Gellert Boulevard, just North of the Westborough Boulevard exit on I-280 and encompasses two parcels (APN 091-661-180 (2211 Gellert) and APN 091- 661-171-8 (2245 Gellert). The project site is bordered by the City Heights strip shopping center to the North, Gellert Boulevard to the west, a Safeway store to the South, and I-280 to the East. There is a large, multistory, multifamily residential development across Gellert Boulevard and the Westborough Square shopping center is further South of Safeway. The project sites are currently zoned CC (Community Commercial) and the proposed Automotive Uses, including Sale/Rental, Repair, Service, Wash, and Tow are all consistent with the specified purpose of the zoning requirements of South San Francisco. The site development of both parcels will involve reconfiguration of the existing parking lots to provide a clear and intuitive path for Sales and Service customers to both buildings as well as a logical flow for the operation of the dealership, including non-disruptive locations for vehicle offloading and customer queueing at peak times. New site lighting and landscaping will also be provided and existing, healthy trees will be maintained where possible and where they’re not impacted by the proposed development. At 2211 Gellert Boulevard, the project would demolish the existing 25,381 sf building and associated 4,426 covered loggia and build a new, 30,307 sf structure to accommodate a variety of program including Sales and Service of Sprinter Vans, Service, Wash, and Detail of Mercedes vehicles, Employee Locker Rooms, Automobile Parts Storage Areas, as well as a 49 foot tall architectural feature at the Northeast corner of the building. Options have been explored to attempt to retain and modify the existing structure but the roof is too low to accommodate the servicing of the taller Sprinter vans when they are up on the lift for servicing. As the original structure was designed to maximum efficiency in 1980 and there have been a multitude of Building and Seismic code cycles since then, the existing structure does not lend itself to sensible modification and demolition and new construction was the most logical and cost effective conclusion. However, the new construction is proposed to occur in the vicinity of the existing building to minimize extensive excavation, grading, or disruption of existing utilities. At 2245 Gellert Boulevard, the project would repurpose and renovate the existing 76,072 sf building (68,447 conditioned sf and 8,620 covered sf) that previously housed an Orchard Supply Hardware store. At the upper level of the building, new program includes automobile sales and display, a new service drive and service reception, customer lounges, sales and administrative offices, employee lunchroom, and Parts Storage. The lower level of the building would be used primarily for vehicle service with 46 new service bays and also for Parts Storage, Shipping, and Receiving. The OSH’s garden center would be demolished and a 2-story addition for Parts Storage would be added to the East of the existing footprint while a new addition would be constructed to the South over an existing roof to accommodate additional staff and administrative program and a covered and enclosed Service Reception Drive would be added at the Northeast corner of the existing building, resulting in an overall building area of 88,468 sf (87,475 conditioned sf and 995 covered sf). Daily Operations will include the Sales of New and used Vehicles, Servicing of Customer vehicles and the Sales of Parts. Both buildings will receive New Vehicles and Spare Parts delivered by a variety of Vendors, Car Carriers, UPS, Post Office etc. On a daily basis, typical customers include an average of 10-15 Sales customers, 90 Service customers, and 10-15 Parts Customers a day. Typically the dealership has 1-2 Car carriers delivering cars, one Shipment of Parts via truck, one via UPS and one via Fed-Ex daily. ATTACHMENT 3 103 Parking Narrative – Mercedes Benz San Francisco The proposed project provides a total of 588 parking spaces located across the two parcels at 2211 and 2245 Gellert Boulevard. The parking types fall into 4 general categories : public parking, employee parking, inventory parking for vehicles for sale, and long term and daily service inventory The majority of the Public Parking is allocated to the Mercedes-Benz showroom building at 2245 Gellert Boulevard as this is where the greatest public parking need is anticipated. The dealership expects to receive visits from approximately 20 cars a day on average with 3 or 4 cars (at most) visiting the dealership at any one time. Based on this anticipated number, the project provides a total of 31 public spaces (3 of which are accessible) at the dealership which is well in excess of the projected need. At the Sprinter/Service building at 2211 Gellert Boulevard, we project even less of a need for public parking so 3 spaces (1 accessible) are provided at this facility. In addition to the Public Parking, 55 spaces are allocated for Employee parking at the far North end of the Site. Based on ownership’s current facility in San Francisco, we anticipate the actual demand/need will be less than this as many of the employees will take public transportation, rideshare, or ride a bike to work. Lastly, the remaining 502 spaces on site are reserved for Inventory parking, with 454 of those provided for inventory parking for vehicles for sale and the remaining 48 spaces reserved for long term and daily service inventory . They are positioned throughout the site and linked by primary and secondary access aisles that receive greater delineation and definition with landscape integration and directional signage. These inventory parking spaces are sometimes stacked, 2, 3, or 4 times deep given the space constraints and the assistance of trained valets to assist in car retrieval. While Mercedes-Benz facility requirements call for much greater number of parking spaces, we are confident that the layout we are presenting will be sufficient to satisfy the on-site requirement and that the current composition provides ample public and employee parking while also maximizing inventory parking to assist in the operation of the facility. ATTACHMENT 4 104 Alternative Landscape Plan This narrative outlines the project’s approach to Landscape as the project use has unique characteristics that make the City’s standard landscaping requirements difficult to satisfy, primarily as it applies to requirements for tree quantities. In general, the project has employed approaches and best practices that are appropriate for the intended use while adhering to the majority of the City’s landscape requirements. These strategies consist primarily of:  Use trees that are well suited for a car dealership: produce minimal litter, have a proven track record in South San Francisco  Landscape property in a manner that meets regulatory requirements for Stormwater/ WELO and is consistent with neighboring landscape areas while also facilitating dealership operational needs  98.7% Low water use plants, making the project WELO compliant  Tree Species are selected from recommended species provided by the City  The project uses Approved Shrub Species (From Appendix D) in Bioretention planters  The project uses a combination of fleshy and grassy plants on the interior, which help with lot operations (minimize car damage)  The project uses woody and flowering plants along the perimeter for longevity and to punctuate ingress/ egress points  The project will preserve existing trees to remain by maintaining a “healthy” building clearance between proposed hardscape and existing tree trunk, watering during construction and minimizing planting in tree understory. While the techniques identified above have resulted in a landscape design that is vibrant, diverse, and entirely appropriate for the use, it has been a struggle to reconcile the City’s requirements for tree quantities with business operations given the unique tension between trees and vehicle inventory storage. Though trees and species have been selected to produce minimal litter, trees present an ongoing maintenance challenge and potential risk of damage and liability to the incredibly costly vehicular inventory The project provides the required number of trees as it relates to daily parking (1 tree for every 5 spaces), but it has been a challenge to meet the required number of replacement trees on site for some of the existing trees that will be removed. While the project has attempted to maximize tree locations along the site perimeter and at daily parking locations, we have not been able to meet the required tree quantity obligations on-site. To address this deficiency, we propose to meet the required number of replacement trees through off-site planting and improvement strategies as well as by allocating funds for the City’s tree bank. There have been ongoing discussions with the City to provide additional trees within the planted median along Gellert Boulevard as well as to undertake the repair and replacement of a broken backflow preventer for the irrigation system on this median. We understand the improvement of this median could be a net positive for all parties and are encouraged by the discussions to date. The City has provided an initial estimate for repair of the backflow preventer from one of their contractors and we are excited to continue discussions with the City to better define collective expectations. In addition to this off-site approach, we are also prepared to address any remaining deficiency in tree mitigation quantities by allocating in-lieu funds for the City’s tree bank. We are confident that through the potential Gellert Boulevard median approach and/or the allocation of in- lieu funds to the City’s tree bank, the project can be developed in a manner that is generally consistent with the City’s landscape requirements and provide additional measures that serve as a net benefit to the City and community. ATTACHMENT 5 105 Preliminary Arborist Report Mercedes Gellert Square 2211 – 2139 Gellert Boulevard South San Francisco, CA 95070 PREPARED FOR Gates and Associates 2671 Crow Canyon Road San Ramon, CA 94583 PREPARED BY: HortScience | Bartlett Consulting 325 Ray Street Pleasanton, CA 94566 April 3rd, 2020 ATTACHMENT 6 106 Preliminary Arborist Report for Mercedes Gellert Square 2211 – 2139 Gellert Boulevard South San Francisco, CA 95070 Table of Contents Page Introduction and Overview 1 Tree Assessment Methods 1 Description of Trees 2 Suitability for Preservation 5 Preliminary Evaluation of Impacts and Recommendations 6 Preliminary Tree Preservation Guidelines 7 List of Tables Table 1. Condition ratings and frequency of occurrence of trees 2 Table 2. Tree suitability for preservation 6 Exhibits Tree Assessment Plan Tree Assessment Preliminary Tree Disposition 107 Preliminary Arborist Report for Mercedes Gellert Square 2211 – 2139 Gellert Boulevard South San Francisco, CA 95070 Introduction and Overview Gates and Associates plans to construct a Mercedes car dealership at the subject address. The site currently consists of commercial buildings with associated paved parking and landscaping. HortScience | Bartlett Consulting, divisions of The F.A. Bartlett Tree Expert Company, was asked to prepare a Preliminary Arborist Report for the site. This report is preliminary because construction plans were not available at the time of writing. This report provides the following information: 1. Assessment of the health and structural condition of the trees within the proposed project area based on a visual inspection from the ground. 2. Preliminary evaluation of the impacts to trees based on conceptual development plans. 3. Preliminary guidelines for tree preservation during the design, construction, and maintenance phases of development. Tree Assessment Methods Trees were assessed on December 19th, 2019. The assessment included all trees 6-inches and greater in diameter, located within the project area. Off-site trees with canopy overhanging the project area were also included. The assessment procedure consisted of the following steps: 1. Identifying the tree as to species; 2. Tagging each tree with an identifying number and recording its location on a map; off- site trees were not tagged; 3. Measuring the trunk diameter at a point 54” above grade; for off-site trees diameters were estimated. 4. Evaluating the health and structural condition using a scale of 1 – 5 based on a visual inspection from the ground: 5 - A healthy, vigorous tree, reasonably free of signs and symptom of disease, with good structure and form typical of the species. 4 - Tree with slight decline in vigor, small amount of twig dieback, minor structural defects that could be corrected. 3 - Tree with moderate vigor, moderate twig and small branch dieback, thinning of crown, poor leaf color, moderate structural defects that might be mitigated with regular care. 2 - Tree in decline, epicormic growth, extensive dieback of medium to large branches, significant structural defects that cannot be abated. 1 - Tree in severe decline, dieback of scaffold branches and/or trunk; most of foliage from epicormics; extensive structural defects that cannot be abated. 108 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 2 5. Rating the suitability for preservation as “high”, “moderate” or “low”. Suitability for preservation considers the health, age and structural condition of the tree, and its potential to remain an asset to the site for years to come. High: Trees with good health and structural stability that have the potential for longevity at the site. Moderate: Trees with somewhat declining health and/or structural defects that can be abated with treatment. The tree will require more intense management and monitoring, and may have shorter life span than those in ‘high’ category. Low: Tree in poor health or with significant structural defects that cannot be mitigated. Tree is expected to continue to decline, regardless of treatment. The species or individual may have characteristics that are undesirable for landscapes and generally are unsuited for use areas. Description of Trees One hundred and twenty-seven (127) trees representing 11 species were evaluated (Table 1, below). For all species combined, trees were in good (8%) to fair (76%) condition with 16% of trees in poor condition. Six trees along the perimeter of the worksite were included in the assessment. Descriptions of each tree are found in the Tree Assessment, and approximate locations are plotted on the Tree Assessment Plan (see Exhibits). Table 1. Condition ratings and frequency of occurrence of trees Mercedes Gellert Square, South San Francisco Common Name Scientific Name Condition Total Dead (0) Poor (1-2) Fair (3) Good (4-5) Silver wattle acacia Acacia dealbata - 3 2 - 5 Red flowering gum Corymbia ficifolia - 4 12 1 17 Silver dollar gum Eucalyptus polyanthemos - - 1 - 1 Red ironbark Eucalyptus sideroxylon - 1 - - 1 Monterey cypress Hesperocyparis macrocarpa - 2 53 - 55 New Zealand Christmas Tree Metrosideros excelsa - - - 5 5 Myoporum Myoporum laetum - 1 - - 1 Pacific wax myrtle Myrica californica - - 1 - 1 Cedar spp. Thuja spp. - 2 11 - 13 Italian stone pine Pinus pinea - 1 4 - 5 Monterey pine Pinus radiata - 6 12 4 22 Victorian box Pittosporus undulatum - - 1 - 1 Total - 20 97 10 127 109 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 3 The trees comprising the inventory were typical of South San Francisco commercial sites. The site was widely planted with ornamental trees with three California native species present (Pacific wax myrtle, Monterey pine, and Monterey cypress). Three species (red flowering gum, Monterey cypress, and Monterey pine) represented 84% of the assessment. Monterey cypress was the most frequently occurring species on-site, represented by 55 trees (43% of the population). Thirty-five (35) of the 55 cypress were growing along the eastern perimeter of the worksite. The remaining 20 cypress were of smaller stature and were located in narrow parking lot planters. Most of the Monterey cypress were in fair condition (53 trees), while two were in poor condition. Trunk diameters ranged from 9 to 42-inches with an average of 22-inches. The cypress had codominant stems throughout their canopies and most had been pruned back from the subject property for clearance (Photo 1, right). Due to weaker attachments, trees with codominant stems are more likely to fail than those with a single stem. Twenty-two (22) Monterey pines were assessed throughout the project site. Most of the Monterey pines were in fair condition (12 trees), while four were good condition and six in poor condition. Trunk diameters ranged from 6 to 38-inches with an average of 26-inches. At the edge of the project site, Monterey pines #124-127 were in poor condition with significant canopy dieback (Photo 2, right). The trees were topped for overhead electrical clearance. Seventeen (17) red flowering gums (13% of the population) were growing in parking lot planters, primarily along the western edge of the worksite. Most of the red flowering gums were in fair condition (12 trees), while one tree was in good condition and four were in poor condition. Trunk diameters ranged from 8 to 30-inches with an average of 17-inches. Mature red flowering gums typically have extensive, spreading root systems. The roots of trees #10-13 were displacing adjacent parking lot asphalt. Photo 1 – The Monterey cypress along the eastern perimeter of the worksite were pruned back from the subject property. Photo 2 – Monterey pines #124-127 were in poor condition with significant canopy dieback. 110 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 4 Thirteen (13) cedars were growing in narrow parking lot planters. Tree condition ranged from good (11 trees) to fair (two trees). Trunk diameters varied little and averaged 10-inches. The cedars were pruned into cube shaped topiaries that spanned the widths of their planters (Photo 3, right). Lower branches were also sheared back from the parking lot, resulting in lower canopy dieback. The remaining eight species comprised 16% of the trees assessed. The most noteworthy of these included: • five silver wattle acacias growing along the northern edge of the worksite. Two were in fair condition and three were in poor condition. The multi-stem trees had severe trunk and branch decay as a result of topping. • five New Zealand Christmas trees in good condition. The trees were semi-mature in development and had full, vigorous canopies. • five mature Italian stone pines. Four were in fair condition with large, spreading canopies. On the other hand, tree #116 was in poor condition with a suppressed, one-sided canopy and signs of past branch failures. Trunk diameters ranged from 21 to 26-inches. The City of South San Francisco considers the following trees protected: • Any tree of the following species with a trunk circumference of 75-inches (23-inches in diameter) or more when measured 54-inches above natural grade: o Blue Gum (Eucalyptus globulus) o Black Acacia (Acacia melanoxylon) o Myoporum (Myoporum laetum) o Sweetgum (Liquidambar styraciflua) o Glossy Privet (Lingustrum lucidum) o Lombardy Poplar (Populus nigra) • Any heritage tree of the following species with a circumference of 30-inches (9-inches in diameter) or more when measured at 54-inches above natural grade: o California Bay (Umbellularia californica) o Oak (Quercus spp.) o Cedar (Cedrus spp.) o California buckeye (Aesculus californica) o Catalina Ironwood (Lyonothamnus floribundus ssp. asplenifolius) o Strawberry Tree (Arbutus spp.) o Mayten (Maytenus boaria) o Little Gem Dwarf Southern Magnolia (Magnolia grandiflora 'Little Gem') Photo 3 – The cedar trees were shaped into cubes and were experiencing lower canopy dieback. 111 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 5 • Any tree other than the species listed above with a circumference of 48-inches (15-inches in diameter) or more when measured 54-inches above natural grade. • For multi-stemmed trees, size is determined by measuring all of the trunks at a height of 54-inches above natural grade and then adding the total circumference of the largest trunk to one-half the circumference of each additional trunk. This alternative measuring method for non-standard trees should be evaluated against the same measurement criteria above listed for protected trees. Based on these definitions, 83 of the 127 trees assessed are considered protected. Permits are required to prune or remove protected trees. The City of South San Francisco requires replacement of protected trees. Three 15-gallon or two 24-inch box trees are required for the removal of each protected tree (South San Francisco Municipal Code 13.30.080). However, if replacement trees cannot be planted on the property, payment in the amount of the tree’s replacement value of, plus the costs to the city to plant an equivalent tree elsewhere in the city, shall be made to the city (13.30.080). Suitability for Preservation Before evaluating the impacts that will occur during development, it is important to consider the quality of the tree resource itself, and the potential for individual trees to function well over an extended length of time. Trees that are preserved on development sites must be carefully selected to make sure that they may survive development impacts, adapt to a new environment and perform well in the landscape. Our goal is to identify trees that have the potential for long-term health, structural stability and longevity. For trees growing in open fields, away from areas where people and property are present, structural defects and/or poor health presents a low risk of damage or injury if they fail. However, we must be concerned about safety in use areas. Therefore, where development encroaches into existing plantings, we must consider their structural stability as well as their potential to grow and thrive in a new environment. Where development will not occur, the normal life cycles of decline, structural failure and death should be allowed to continue. Evaluation of suitability for preservation considers several factors: • Tree health Healthy, vigorous trees are better able to tolerate impacts such as root injury, demolition of existing structures, changes in soil grade and moisture, and soil compaction than are non-vigorous trees. • Structural integrity Trees with significant amounts of wood decay and other structural defects that cannot be corrected are likely to fail. Such trees should not be preserved in areas where damage to people or property is likely. • Species response There is a wide variation in the response of individual species to construction impacts and changes in the environment. • Tree age and longevity Old trees, while having significant emotional and aesthetic appeal, have limited physiological capacity to adjust to an altered environment. Young trees are better able to generate new tissue and respond to change. 112 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 6 • Species invasiveness Species that spread across a site and displace desired vegetation are not always appropriate for retention. The California Invasive Plant Inventory Database http://www.cal-ipc.org/plants/inventory/ lists species identified as being invasive. South San Francisco is part of the Central West Floristic Province. Silver wattle acacia is considered moderately invasive. Red flowering gum is considered a watch species. It is not currently invasive in California; however, assessment has found the species to be a high risk for becoming invasive in the future. Each tree was rated for suitability for preservation based upon its age, health, structural condition and ability to safely coexist within a development environment (see Tree Assessment in Exhibits, and Table 2). We consider trees with high suitability for preservation to be the best candidates for preservation. We do not recommend retention of trees with low suitability for preservation in areas where people or property will be present. Retention of trees with moderate suitability for preservation depends upon the intensity of proposed site changes. Table 2. Tree suitability for preservation Mercedes Gellert Square, South San Francisco High These are trees with good health and structural stability that have the potential for longevity at the site. Ten trees had high suitability for preservation. Moderate Trees in this category have fair health and/or structural defects that may be abated with treatment. These trees require more intense management and monitoring, and may have shorter life-spans than those in the “high” category. Ninety-one (91) trees had moderate suitability for preservation. Low Trees in this category are in poor health or have significant defects in structure that cannot be abated with treatment. These trees can be expected to decline regardless of management. The species or individual tree may possess either characteristics that are undesirable in landscape settings or be unsuited for use areas. Twenty-six (26) trees had low suitability for preservation. Preliminary Evaluation of Impacts and Recommendations The Tree Assessment was the reference point for tree health, condition, and suitability for preservation. At the time of writing, only ATLA survey plans illustrating existing site conditions were available; construction plans were not yet available. To evaluate impacts to trees, comprehensive construction plans with accurately plotted trunk locations should be sent to the Project Arborist for review. Based on conversations with the client, the existing site will be re-developed into a Mercedes Benz car dealership. The shells of the buildings on-site will be preserved and the structures will be remodeled. Plans may also entail changes to the existing parking lot layout. 113 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 7 Due to the lack of construction plans, preliminary evaluations of impacts and disposition recommendations are based on: • tree condition; • tree suitability for preservation; • the assumption construction will be concentrated in the interior of the workspace - around the existing buildings and parking lots. Therefore, the areas with the greatest potential for tree preservation are around the perimeter of the worksite. The disposition of each tree is shown in the Preliminary Tree Disposition exhibit. Based on my initial assessment of the conceptual plans and the trees on-site: • 58 trees be preserved (53 Protected) • 42 trees can be potentially preserved (10 Protected) • 27 trees are recommended for removal (20 Protected). The 58 trees that can likely be preserved with little or no impact: • are located around the edge of the worksite where construction may not occur • have moderate to high suitability for preservation • are in fair to good condition The 42 trees that can be potentially preserved depending on construction plans: • are located in planters that may be impacted by parking lot re-development • have moderate to high suitability for preservation • are in fair to good condition The 27 trees that should be considered for removal: • have low suitability for preservation • are in poor condition • are located where construction may be planned Tree Protection Zones need to be established around trees to be preserved, and the Tree Preservation Guidelines (below) should followed in order to preserve these trees. Preliminary Tree Preservation Guidelines The goal of tree preservation is not merely tree survival during development but maintenance of tree health and beauty for many years. Trees retained on sites that are either subject to extensive injury during construction or are inadequately maintained become a liability rather than an asset. The response of individual trees will depend on the amount of excavation and grading, the care with which demolition is undertaken, and the construction methods. Coordinating any construction activity inside the TREE PROTECTION ZONE can minimize these impacts. The following recommendations will help reduce impacts to trees from development and maintain and improve their health and vitality through the clearing, grading and construction phases. Design recommendations 1. A Tree Protection Zone shall be established around each tree to be preserved. For the purposes of this preliminary report, the Tree Protection Zone fencing shall be placed at around the edge of the tree planters, between the worksite and the landscaped areas. No grading, excavation, construction or storage of materials shall occur within that zone without approval by the Project Arborist. 2. Include trees to be preserved and Tree Protection Zones (TPZs) and Tree Protection Fencing on all construction plans. 114 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 8 3. Project plans affecting the trees shall be reviewed by the Consulting Arborist with regard to tree impacts. These include, but are not limited to, demolition plans, site plans, improvement plans, utility and drainage plans, grading plans, and landscape and irrigation plans. Trees should either be accurately located or building locations staked in the field to assess impacts to trees. 4. No underground services including utilities, sub-drains, water or sewer shall be placed in the Tree Protection Fencing. 5. Irrigation systems must be designed so that no trenching will occur within the Tree Protection Fencing. 6. As trees withdraw water from the soil, expansive soils may shrink within the root area. Therefore, foundations, footings and pavements on expansive soils near trees should be designed to withstand differential displacement. Pre-construction treatments and recommendations 1. Fence all trees to be retained prior to demolition, grubbing or grading. Tree protection fencing should be placed as shown in the Tree Protection Plan. Tree Protection fencing shall not block the road or sidewalk, nor extend into a neighboring property. Fences shall be 6-foot chain link or equivalent as approved by the Consulting Arborist. Fences are to remain until all grading and construction is completed. 2. Prune trees to be preserved to clean the crown of dead branches 1” and larger in diameter, raise canopies as needed for construction activities. All pruning shall be done by a State of California Licensed Tree Contractor (C61/D49). All pruning shall be done by Certified Arborist or Certified Tree Worker in accordance with the Best Management Practices for Pruning (International Society of Arboriculture, 2002) and adhere to the most recent editions of the American National Standard for Tree Care Operations (Z133.1) and Pruning (A300). The Consulting Arborist will provide pruning specifications prior to site demolition. Branches extending into the work area that can remain following demolition shall be tied back and protected from damage. 3. Tree(s) to be removed that have branches extending into the canopy of tree(s) to remain must be removed by a qualified arborist and not by construction contractors. The qualified arborist shall remove the tree in a manner that causes no damage to the tree(s) and understory to remain. 4. All tree work shall comply with the Migratory Bird Treaty Act as well as California Fish and Wildlife code 3503-3513 to not disturb nesting birds. Tree pruning and removal should be scheduled outside of the breeding season to avoid scheduling delays. Breeding bird surveys should be conducted prior to tree work. Qualified biologists should be involved in establishing work buffers for active nests. Recommendations for tree protection during construction 1. Prior to beginning work, the contractors working in the vicinity of trees to be preserved are required to meet with the Consulting Arborist at the site to review all work procedures, access routes, storage areas and tree protection measures. 2. All contractors shall conduct operations in a manner that will prevent damage to trees to be preserved. 3. Any grading, construction, demolition or other work that is expected to encounter tree roots should be monitored by the Consulting Arborist. 115 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 9 4. Tree protection fences are to remain until all site work has been completed. Fences may not be relocated or removed without permission of the Consulting Arborist. 5. Construction trailers, traffic and storage areas must remain outside fenced areas at all times. 6. No roots larger than 2” in diameter shall be cut without the prior approval of and be supervised by the Consulting Arborist. Have the Project Arborist monitor excavation near trees #63 and 64. 7. If injury should occur to any tree during construction, it should be evaluated as soon as possible by the Consulting Arborist so that appropriate treatments can be applied. 8. No excess soil, chemicals, debris, equipment or other materials shall be dumped or stored within the Tree Protection Zone. 9. Any additional tree pruning needed for clearance during construction must be performed by a Certified Arborist and not by construction personnel. 10. All trees shall be irrigated on a schedule to be determined by the Consulting Arborist (every 3 to 6 weeks April through October is typical). Each irrigation shall wet the soil within the TREE PROTECTION ZONE to a depth of 24”. Maintenance of impacted trees Our procedures included assessing trees for observable defects in structure. This is not to say that trees without significant defects will not fail. Failure of apparently defect-free trees does occur, especially during storm events. Wind forces, for example, can exceed the strength of defect-free wood causing branches and trunks to break. Wind forces coupled with rain can saturate soils, reducing their ability to hold roots, and blow over defect-free trees. Although we cannot predict all failures, identifying those trees with observable defects is a critical component of enhancing public safety. Furthermore, trees change over time. Our inspections represent the condition of the tree at the time of inspection. As trees age, the likelihood of failure of branches or entire trees increases. Annual tree inspections are recommended to identify changes to tree health and structure. In addition, trees should be inspected after storms of unusual severity to evaluate damage and structural changes. Initiating these inspections is the responsibility of the client and/or tree owner. Preserved trees will experience a physical environment different from that pre-development. As a result, tree health and structural stability should be monitored. Occasional pruning, fertilization, mulch, pest management, replanting and irrigation may be required. In addition, provisions for monitoring both tree health and structural stability following construction must be made a priority. If you have any questions about my observations or recommendations, please contact me. HortScience | Bartlett Consulting Jillian Keller, Consulting Arborist and Urban Forester Certified Arborist Utility Specialist #WE-12057A Tree Risk Assessment Qualified 116 Preliminary Arborist Report, Mercedes Gellert Square HortScience | Bartlett Consulting April 3rd, 2020 Page 10 Exhibits Tree Assessment Map Tree Assessment Preliminary Tree Disposition 117 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments 1 Red flowering gum 20 Yes 4 High In landscaped area between street and parking lot; buried root flare; codominant at 7’; vigorous spreading canopy. 2 Red flowering gum 9, 9, 9, 4 No 3 Moderate In landscaped area between street and parking lot; buried root flare; multiple attachments arise at 1.5’; thin canopy with branch dieback; surface roots. 3 Red flowering gum 13, 9, 9, 8 No 3 Moderate In landscaped area between street and parking lot; buried root flare; multiple attachments arise at 2’; spreading canopy; moderate twig dieback; surface roots. 4 Pacific wax myrtle 12, 8, 7 No 3 Moderate In landscaped area between street and parking lot; buried root flare; multiple attachments arise at base; spreading canopy; moderate twig dieback; surface roots; basal sprouts; moderate canopy dieback concentrated on northern side of tree. 5 Red flowering gum 21 Yes 3 Moderate In landscaped area between road and parking lot; trunk bleeding; multiple attachments arise at 7’; damaged surface roots; thin canopy with twig dieback. 6 Red flowering gum 13 No 2 Low In landscaped area between road and parking lot; trunk bleeding; codominant at 4’ and 7’; thin canopy with moderate twig dieback; buried root flare. 7 Red flowering gum 11, 11, 10 No 3 Moderate In landscaped area between road and parking lot; trunk bleeding; multiple attachments arise at 2.5’; minor twig dieback; large surface roots. 8 Monterey pine 16 Yes 2 Low In landscaped area between road and parking lot; extensive sap production; thin canopy; severe canopy dieback. 9 Monterey pine 38 Yes 3 Moderate In landscaped area between road and parking lot; girdling roots; asphalt displacement; multiple large attachments arise at 6’; interior canopy dieback; pruned extensively for clearance. 10 Red flowering gum 17 Yes 3 Moderate In landscaped area between road and parking lot; girdling root from adjacent pine; asphalt displacement; multiple large attachments arise at 7’; buried root flare; full canopy. Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 118 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 11 Red flowering gum 12 No 3 Moderate In landscaped area between road and parking lot; asphalt displacement; codominant at 8’; buried root flare; severely suppressed one sided canopy. 12 Red flowering gum 28 Yes 3 Moderate In landscaped area between road and parking lot; asphalt displacement; multiple large codominants arise at 7’; root flare buried by ivy; spreading vigorous canopy; interior canopy dieback. 13 Red flowering gum 30 Yes 3 Moderate In landscaped area between road and parking lot; asphalt displacement; large codominants arise at 6.5’; spreading vigorous canopy; interior canopy dieback. 14 Monterey pine 21 Yes 3 Moderate In parking lot planter; extensive crossing surface roots and curb/pavement uplift; pruned extensively for clearance; overextended headed back limb over driveway. 15 Silver dollar gum 13 No 3 Moderate In parking lot planter; moderate twig dieback; codominant at 12’; main trunk bows north; branch dieback. 16 Monterey cypress 10 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure. 17 Monterey cypress 9 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure. 18 Monterey cypress 13 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure. 19 Monterey cypress 9, 2 No 3 Moderate In parking lot planter; lower branches removed; typical form and structure; vigorous upper canopy. 20 Monterey cypress 9, 8 No 3 Moderate In parking lot planter; lower branches removed; typical form and structure; vigorous upper canopy; dieback in lower canopy; ivy on trunk. 119 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 21 Victorian box 7 No 3 Moderate In parking lot planter; lower branches removed; typical form and structure; full chlorotic canopy; codominant at 4’. 22 Monterey pine 27 Yes 4 High In parking lot planter with a lot of growing space; lower branches removed; typical form and structure; full vigorous canopy; spreading root system; extensive surface roots; minor twig dieback. 23 Monterey pine 6 No 4 High In parking lot planter; good young tree with a healthy canopy. 24 Monterey pine 9, 8, 7, 6, 4 No 4 High In narrow parking lot planter; extensive lower canopy dieback from being pruned back from parking lot and walking path; vigorous upper canopy; typical form and structure. 25 Monterey cypress 14 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whorl of branches arise at 5’; buried root flare. 26 Monterey cypress 11 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; codominant branches arise at 4’; buried root flare. 27 Monterey cypress 11 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure; whirl of branches arises at 4.5’; buried root flare. 28 Monterey cypress 9, 8 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure; whirl of branches arises at 4.5’; buried root flare. 29 Monterey cypress 14 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure; whirl of branches arises at 5.5’; buried root flare. 120 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 30 Monterey cypress 14 No 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure; whirl of branches arises at 5.5’; buried root flare. 31 Monterey cypress 16 Yes 3 Moderate In narrow parking lot planter; low branching; severe dieback on lower part of tree from being pruned back from parking lot; typical form and structure; whirl of branches arises at 5.5’; buried root flare. 32 Monterey cypress 14 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 5.5’; buried root flare. 33 Monterey cypress 15 Yes 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 5.5’; buried root flare. 34 Monterey cypress 7, 6, 3 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 2’; buried root flare. 35 Monterey cypress 13 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 4’; buried root flare. 36 Monterey cypress 10 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 5.5’; buried root flare; some lower canopy dieback from being pruned back for parking lot clearance. 37 Monterey cypress 10 No 3 Moderate In narrow parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 5.5’; buried root flare; some lower canopy dieback from being pruned back for parking lot clearance. 121 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 38 Monterey cypress 10 No 3 Moderate In parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 6’; some lower canopy dieback from being pruned back for parking lot clearance. 39 Monterey cypress 9 No 3 Moderate In parking lot planter; low branching; lower branches removed for clearance; typical form and structure; whirl of branches arises at 5.5’; some lower canopy dieback from being pruned back for parking lot clearance. 40 Monterey pine 26 Yes 3 Moderate In open area between Caltrans property and project area; multiple attachments arise at 5.5’; interior canopy dieback; headed back from a subject property. 41 Monterey pine 34 Yes 3 Moderate In open area between Caltrans property and project area; large codominant stems arise at 5.5’; interior and lower canopy dieback; headed back from a subject property; poor form and structure with multiple large codominant stems in canopy. 42 Monterey pine 14 No 2 Low In open area between Caltrans property and project area; severely suppressed by adjacent trees; very little live foliage. 43 Monterey pine 30 Yes 3 Moderate In open area between Caltrans property and project area; headed back from both properties with branch dieback; large codominant attachments arise at 6.5’; interior and lower canopy dieback. 44 Monterey pine 19, 15 Yes 3 Moderate In open area between Caltrans property and project area; headed back from both properties with branch dieback; large fused codominant attachments arise at 3’; interior and lower canopy dieback; 6’ from adjacent building. 45 Monterey pine 27 Yes 3 Moderate In open area between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 13’; interior and lower canopy dieback; 10’ from adjacent garden center; vigorous upper canopy. 122 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 46 Monterey pine 31 Yes 3 Moderate In open area between Caltrans property and project area; headed back from both properties; large codominants arise at 5’; interior and lower canopy dieback associated with past pruning; 10’ from adjacent garden center; vigorous upper canopy. 47 Red flowering gum 10 No 2 Low In planting strip between parking lot and Caltrans property; severe suppressed by neighboring trees with low live crown ratio; poor form and structure. 48 Monterey cypress 41 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 5’; interior and lower canopy dieback; vigorous upper canopy. 49 Monterey cypress 30 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 3’; interior and lower canopy dieback; vigorous upper canopy. 50 Monterey cypress 27 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; pruned back from both properties; whirl of branches arise at 4’; interior and lower canopy dieback; vigorous upper canopy. 51 Monterey cypress 42 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; pruned back from both properties; whirl of branches arise at 3’; interior and lower canopy dieback; vigorous upper canopy. 52 Monterey cypress 23 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; pruned back from both properties; whirl of branches arise at 4.5’; interior and lower canopy dieback; vigorous upper canopy. 123 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 53 Monterey cypress 38 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 4’; interior and lower canopy dieback; vigorous upper canopy. 54 Monterey cypress 38 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; severely pruned back from both properties with branch dieback; whirl of branches arise at 7’; interior and lower canopy dieback; vigorous upper canopy; suppressed by adjacent trees. 55 Monterey cypress 31 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; pruned back from both properties; whirl of branches arise at 7’; interior and lower canopy dieback; vigorous upper canopy. 56 Monterey cypress 26 Yes 3 Low Large recent stem failure; in narrow planting strip between Caltrans property and project area; pruned back from both properties; whirl of branches arise at 7’; interior and lower canopy dieback; vigorous upper canopy. 57 Monterey cypress 28 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 7’; interior and lower canopy dieback; vigorous upper canopy. 58 Monterey cypress 25 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6’; interior and lower canopy dieback; vigorous upper canopy; debris piled in planter. 59 Monterey cypress 23 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6’; interior and lower canopy dieback; vigorous upper canopy; debris piled in planter. 124 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 60 Monterey cypress 16 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6’; interior and lower canopy dieback; vigorous upper canopy; debris piled in planter. 61 Monterey cypress 21 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6.5’; interior and lower canopy dieback; vigorous upper canopy; debris piled in planter. 62 Monterey cypress 24 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6.5’; interior and lower canopy dieback; vigorous upper canopy; debris piled in planter. 63 Monterey cypress 13 No 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6.5’; interior and lower canopy dieback; vigorous upper canopy. 64 Monterey cypress 27 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of branches arise at 6’; interior and lower canopy dieback; vigorous upper canopy. 65 Monterey cypress 27 Yes 3 Low In narrow planting strip between Caltrans property and project area; headed back from both properties with severe branch dieback; whirl of branches arise at 6’; interior and lower canopy dieback; vigorous upper canopy; history of failures. 66 Monterey cypress 22, 18, 11, 7 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 3’; interior and lower canopy dieback; vigorous upper canopy. 125 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 67 Monterey cypress 26 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 6’; interior and lower canopy dieback; vigorous upper canopy. 68 Monterey cypress 18 Yes 2 Low In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; codominant at 10’; thin canopy. 69 Monterey cypress 19 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 6’; thin lower and interior canopy; vigorous upper canopy. 70 Monterey cypress 22 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 6’; thin lower and interior canopy; vigorous upper canopy. 71 Monterey cypress 21 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 6’; thin lower and interior canopy; vigorous upper canopy. 72 Monterey cypress 15 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 6’; thin lower and interior canopy; vigorous upper canopy. 73 Monterey cypress 31 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; whirl of fused stems arise at 7’; thin lower and interior canopy; vigorous upper canopy. 126 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 74 Monterey cypress 25 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; codominant at 6.5’; thin lower and interior canopy; vigorous upper canopy; rope girdles trunk at 3’. 75 Monterey cypress 33 Yes 2 Low In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; codominant at 4’; very thin and suppressed canopy. 76 Monterey cypress 24 Yes 3 Moderate In narrow planting strip between Caltrans property and project area; headed back from both properties with branch dieback; codominant at 8’; thin lower canopy; vigorous upper canopy. 77 Monterey cypress 38 Yes 3 Low Pruned back from parking lot with damaged and dieback branches; typical form and structure ; whirl of fused stems arise 5’; history of failures; thin lower and interior canopy; vigorous upper canopy. 78 Monterey cypress 38 Yes 3 Moderate Pruned back from parking lot with damaged and dieback branches; typical form and structure ; whirl of fused stems arise 5’; thin lower and interior canopy; vigorous upper canopy. 79 Monterey cypress 32 Yes 3 Low Pruned back from parking lot with damaged and dieback branches; typical form and structure; whirl of fused stems arise 5’; thin lower and interior canopy; vigorous upper canopy; history of failures. 80 Monterey cypress 26 Yes 3 Moderate Pruned back from parking lot with damaged and dieback branches; typical form and structure; whirl of fused stems arise 5’; thin lower and interior canopy; vigorous upper canopy. 81 Monterey cypress 28, 23 Yes 3 Moderate Headed back from parking lot with damaged branches with dieback; large codominant stems arise at 5’; heavy to the north; thin interior and lower canopy; vigorous upper canopy. 82 Red flowering gum 8 No 3 Moderate Suppress by adjacent trees; codominant at 5’; poor structure; one sided suppressed canopy. 127 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 83 Monterey cypress 15 Yes 3 Moderate Suppressed one sided canopy leans and concentrated to the south; multiple fused stems arise at 5’; vigorous upper canopy. 84 Silver wattle acacia 7, 7, 6, 6, 4, 3, 3 No 3 Moderate Multiple stems arise at 2’; suppressed one sided canopy; decay and branch dieback resulting from pruning wounds. 85 Monterey pine 31 Yes 3 Low Previously topped; multiple large competing stems throughout canopy; pruned back from parking lot with branch dieback; poor form and structure; thin lower canopy. 86 Monterey pine 26 Yes 3 Low One sided suppressed canopy to the west; multiple large competing stems throughout canopy; headed back from parking lot with branch damage dieback; poor form and structure; thin lower canopy. 87 Silver wattle acacia 9, 7, 6, 4, 3, 3 No 2 Low Multiple stems arise at 3’; severe canopy dieback on southern side of tree; preciously topped with resprouts; severe decay; fruiting bodies along trunk. 88 Silver wattle acacia 8 No 3 Moderate Growing parallel to the ground; full vigorous canopy; codominant stems arise at 2.5’. 89 Silver wattle acacia 10, 9, 5 No 2 Low Multiple attachments arise at 2’; severe trunk decay with visible cavitation; topped. 90 Silver wattle acacia 11 No 2 Low Multiple attachments arise at 4.5’; severe trunk decay; topped with vigorous established resprouted stems. 91 Red ironbark 24 Yes 2 Low Pavement uplift; in small parking lot planter; leans and is shifting north; previously headed back with decaying damaged branches; fruiting bodies on pruning wounds; moderate twig dieback; history of failures; poor form and structure. 92 New Zealand Christmas Tree 14 No 4 High In parking lot planter; full vigorous canopy; multiple stems arise at 5’; past partial failure - trunk bows east with trunk sweep. 93 New Zealand Christmas Tree 18, 6, 6, 4, 4, 4 Yes 4 High In parking lot planter; full vigorous canopy; densely branching lower canopy; pruned back from parking lot. 128 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 94 New Zealand Christmas Tree 12 No 4 High In parking lot planter; full vigorous canopy; multiple stems arise at 5’; surface roots; 2” girdling root; multiple stems arise at 5’. 95 Cedar spp.9, 8, 6 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 1’; buried root flare; shaped into a cube. 96 Cedar spp.10 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 1’; buried root flare; shaped into a cube; northern side of canopy dying back. 97 Cedar spp.9 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 98 Cedar spp.12 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 99 Cedar spp.10 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 100 Monterey pine 10 No 4 High In narrow parking lot planter; typical good form and structure; full vigorous canopy. 101 Cedar spp.13 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 102 Cedar spp.9 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 4’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 103 Cedar spp.8, 6, 4, 4, 4 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 4’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 129 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 104 Cedar spp.8, 5, 4, 3, 3 No 2 Low In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3.5’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back; central stem is dying back. 105 Cedar spp.12 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 3’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back. 106 Cedar spp.10 No 2 Low In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 4’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back; central stem was topped and is decayed and dying back. 107 Cedar spp.8, 6, 4 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 4’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back; central stem was topped. 108 Cedar spp.8, 4, 4, 3, 3 No 3 Moderate In narrow parking lot planter; low branching; typical form and structure; whirl of branches arise at 4’; buried root flare; shaped into a cube; lower canopy dying back from being pruned back; central stem was topped. 109 Monterey pine 30 Yes 3 Moderate In parking lot planter; multiple stems arise at 12’; pitch canker; headed back for clearance with dying back branches; moderate twig dieback. 110 Red flowering gum 12, 11, 4, 4, 3, 3 No 2 Low Topped; extensive resprouting; 3’ long wound on 11” stem; profuse basal sprouting. 111 Red flowering gum 22 Yes 3 Moderate Codominant at 10’; one sided suppressed canopy; moderate twig dieback. 112 Italian stone pine 21 Yes 3 Moderate Suppressed canopy; thin lower canopy; vigorous and full upper canopy; codominant at 7’; pruned up for clearance. 130 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 113 Italian stone pine 18, 18 Yes 3 Moderate Suppressed canopy; thin lower canopy; vigorous and full upper canopy; codominant at 3.5’; pruned up for clearance. 114 Red flowering gum 10 No 2 Low Severely suppressed by adjacent trees; thin canopy; 3’ crack at codominant attachment 14’ up trunk. 115 Red flowering gum 9, 9 No 3 Moderate One sided suppressed canopy; low live crown ratio; codominant attachments arise at base. 116 Italian stone pine 24 Yes 2 Low Past large failures; suppressed by adjacent trees; significant canopy dieback; main trunk bows east. 117 Italian stone pine 23 Yes 3 Moderate Multiple stems arise at 8’; full vigorous one sided upper canopy; suppressed to the west. 118 Italian stone pine 26 Yes 3 Moderate Multiple stems arise at 7’; full vigorous one sided upper canopy; headed back from driveway. 119 Red flowering gum 12 No 3 Moderate One sided suppressed canopy to the south; poor form and structure; vigorous canopy. 120 Monterey pine 28 Yes 3 Moderate Low branching; full vigorous canopy; typical form and structure; minor twig dieback; lower trunk oozing sap; 3 needles. 121 Myoporum 9, 9, 7, 7, 4 No 2 Low Severe thrips infestation; significant canopy dieback.; multiple attachments arise at base; spreading form. 122 New Zealand Christmas Tree 10, 9, 7, 6, 6, 6, 5, 5, 5 No 4 High At perimeter of project area; densely low branching and shrubby; full vigorous canopy. 123 New Zealand Christmas Tree 9, 5, 4, 4, 3, 3, 3, 2, 2, 1, 1 No 4 High At perimeter of project area; densely low branching and shrubby; full vigorous canopy; multiple attachments at base. 124 Monterey pine 30 Yes 2 Low At perimeter of project area; multiple stems arise at 6’; thin canopy; headed back for clearance; topped for overhead electrical clearance. 131 Tree No.Species Trunk Diameter (in.) Protected Tree? Condition 1=poor 5=excellent Suitability for Preservation Comments Tree Assessment Mercedes Gellert Square South San Francisco, CAApril 2020 125 Monterey pine 31 Yes 2 Low At perimeter of project area; multiple stems arise at 6.5’; thin canopy; headed back for clearance; topped for overhead electrical clearance; western gall rust. 126 Monterey pine 29 Yes 2 Low At perimeter of project area; severe canopy dieback; headed back for clearance; topped for overhead electrical clearance; thin canopy. 127 Monterey pine 18, 14, 7, 4 Yes 2 Low At perimeter of project area; severe canopy dieback; headed back for clearance; topped for overhead electrical clearance; suppressed to the east; poor form and structure. 132 Tree No.Species Trunk Diameter (in.) Protected Tree? Disposition Comments 1 Red flowering gum 20 Yes Preserve Along the edge of the worksite 2 Red flowering gum 9, 9, 9, 4 No Preserve Along the edge of the worksite 3 Red flowering gum 13, 9, 9, 8 No Preserve Along the edge of the worksite 4 Pacific wax myrtle 12, 8, 7 No Preserve Along the edge of the worksite 5 Red flowering gum 21 Yes Preserve Along the edge of the worksite 6 Red flowering gum 13 No Remove Poor condition and low suitability for preservation 7 Red flowering gum 11, 11, 10 No Preserve Along the edge of the worksite 8 Monterey pine 16 Yes Remove Poor condition and low suitability for preservation 9 Monterey pine 38 Yes Preserve Along the edge of the worksite 10 Red flowering gum 17 Yes Preserve Along the edge of the worksite 11 Red flowering gum 12 No Preserve Along the edge of the worksite 12 Red flowering gum 28 Yes Preserve Along the edge of the worksite 13 Red flowering gum 30 Yes Preserve Along the edge of the worksite 14 Monterey pine 21 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 15 Silver dollar gum 13 No Potentially Preserve In planter that may be impacted by parking lot re-development 16 Monterey cypress 10 No Potentially Preserve In planter that may be impacted by parking lot re-development 17 Monterey cypress 9 No Potentially Preserve In planter that may be impacted by parking lot re-development 18 Monterey cypress 13 No Potentially Preserve In planter that may be impacted by parking lot re-development 19 Monterey cypress 9, 2 No Potentially Preserve In planter that may be impacted by parking lot re-development 20 Monterey cypress 9, 8 No Potentially Preserve In planter that may be impacted by parking lot re-development 21 Victorian box 7 No Potentially Preserve In planter that may be impacted by parking lot re-development 22 Monterey pine 27 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 23 Monterey pine 6 No Potentially Preserve In planter that may be impacted by parking lot re-development 24 Monterey pine 9, 8, 7, 6, 4 No Potentially Preserve In planter that may be impacted by parking lot re-development 25 Monterey cypress 14 No Potentially Preserve In planter that may be impacted by parking lot re-development 26 Monterey cypress 11 No Potentially Preserve In planter that may be impacted by parking lot re-development 27 Monterey cypress 11 No Potentially Preserve In planter that may be impacted by parking lot re-development 28 Monterey cypress 9, 8 No Potentially Preserve In planter that may be impacted by parking lot re-development 29 Monterey cypress 14 No Potentially Preserve In planter that may be impacted by parking lot re-development 30 Monterey cypress 14 No Potentially Preserve In planter that may be impacted by parking lot re-development 31 Monterey cypress 16 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 32 Monterey cypress 14 No Potentially Preserve In planter that may be impacted by parking lot re-development 33 Monterey cypress 15 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 34 Monterey cypress 7, 6, 3 No Potentially Preserve In planter that may be impacted by parking lot re-development 35 Monterey cypress 13 No Potentially Preserve In planter that may be impacted by parking lot re-development 36 Monterey cypress 10 No Potentially Preserve In planter that may be impacted by parking lot re-development Tree Disposition Mercedes Gellert Square South San Francisco, CA April 2020 133 Tree No.Species Trunk Diameter (in.) Protected Tree? Disposition Comments Tree Disposition Mercedes Gellert Square South San Francisco, CA April 2020 37 Monterey cypress 10 No Potentially Preserve In planter that may be impacted by parking lot re-development 38 Monterey cypress 10 No Potentially Preserve In planter that may be impacted by parking lot re-development 39 Monterey cypress 9 No Potentially Preserve In planter that may be impacted by parking lot re-development 40 Monterey pine 26 Yes Preserve Along the edge of the worksite 41 Monterey pine 34 Yes Preserve Along the edge of the worksite 42 Monterey pine 14 No Remove Poor condition and low suitability for preservation 43 Monterey pine 30 Yes Preserve Along the edge of the worksite 44 Monterey pine 19, 15 Yes Preserve Along the edge of the worksite 45 Monterey pine 27 Yes Preserve Along the edge of the worksite 46 Monterey pine 31 Yes Preserve Along the edge of the worksite 47 Red flowering gum 10 No Remove Poor condition and low suitability for preservation 48 Monterey cypress 41 Yes Preserve Along the edge of the worksite 49 Monterey cypress 30 Yes Preserve Along the edge of the worksite 50 Monterey cypress 27 Yes Preserve Along the edge of the worksite 51 Monterey cypress 42 Yes Preserve Along the edge of the worksite 52 Monterey cypress 23 Yes Preserve Along the edge of the worksite 53 Monterey cypress 38 Yes Preserve Along the edge of the worksite 54 Monterey cypress 38 Yes Preserve Along the edge of the worksite 55 Monterey cypress 31 Yes Preserve Along the edge of the worksite 56 Monterey cypress 26 Yes Remove Poor condition and low suitability for preservation 57 Monterey cypress 28 Yes Preserve Along the edge of the worksite 58 Monterey cypress 25 Yes Preserve Along the edge of the worksite 59 Monterey cypress 23 Yes Preserve Along the edge of the worksite 60 Monterey cypress 16 Yes Preserve Along the edge of the worksite 61 Monterey cypress 21 Yes Preserve Along the edge of the worksite 62 Monterey cypress 24 Yes Preserve Along the edge of the worksite 63 Monterey cypress 13 No Preserve Along the edge of the worksite 64 Monterey cypress 27 Yes Preserve Along the edge of the worksite 65 Monterey cypress 27 Yes Remove Poor condition and low suitability for preservation 66 Monterey cypress 22, 18, 11, 7 Yes Preserve Along the edge of the worksite 67 Monterey cypress 26 Yes Preserve Along the edge of the worksite 68 Monterey cypress 18 Yes Remove Poor condition and low suitability for preservation 69 Monterey cypress 19 Yes Preserve Along the edge of the worksite 70 Monterey cypress 22 Yes Preserve Along the edge of the worksite 71 Monterey cypress 21 Yes Preserve Along the edge of the worksite 72 Monterey cypress 15 Yes Preserve Along the edge of the worksite 134 Tree No.Species Trunk Diameter (in.) Protected Tree? Disposition Comments Tree Disposition Mercedes Gellert Square South San Francisco, CA April 2020 73 Monterey cypress 31 Yes Preserve Along the edge of the worksite 74 Monterey cypress 25 Yes Preserve Along the edge of the worksite 75 Monterey cypress 33 Yes Remove Poor condition and low suitability for preservation 76 Monterey cypress 24 Yes Preserve Along the edge of the worksite 77 Monterey cypress 38 Yes Remove Poor condition and low suitability for preservation 78 Monterey cypress 38 Yes Preserve Along the edge of the worksite 79 Monterey cypress 32 Yes Remove Poor condition and low suitability for preservation 80 Monterey cypress 26 Yes Preserve Along the edge of the worksite 81 Monterey cypress 28, 23 Yes Preserve Along the edge of the worksite 82 Red flowering gum 8 No Preserve Along the edge of the worksite 83 Monterey cypress 15 Yes Preserve Along the edge of the worksite 84 Silver wattle acacia 7, 7, 6, 6, 4, 3, 3 No Remove Undesirable, invasive species. Poor condition and low suitability for preservation 85 Monterey pine 31 Yes Remove Poor condition and low suitability for preservation 86 Monterey pine 26 Yes Remove Poor condition and low suitability for preservation 87 Silver wattle acacia 9, 7, 6, 4, 3, 3 No Remove Undesirable, invasive species. Poor condition and low suitability for preservation 88 Silver wattle acacia 8 No Remove Undesirable, invasive species. Poor condition and low suitability for preservation 89 Silver wattle acacia 10, 9, 5 No Remove Undesirable, invasive species. Poor condition and low suitability for preservation 90 Silver wattle acacia 11 No Remove Undesirable, invasive species. Poor condition and low suitability for preservation 91 Red ironbark 24 Yes Remove Poor condition and low suitability for preservation 92 New Zealand Christmas Tree 14 No Potentially Preserve In planter that may be impacted by parking lot re-development 93 New Zealand Christmas Tree 18, 6, 6, 4, 4, 4 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 94 New Zealand Christmas Tree 12 No Potentially Preserve In planter that may be impacted by parking lot re-development 95 Cedar spp.9, 8, 6 No Potentially Preserve In planter that may be impacted by parking lot re-development 96 Cedar spp.10 No Potentially Preserve In planter that may be impacted by parking lot re-development 97 Cedar spp.9 No Potentially Preserve In planter that may be impacted by parking lot re-development 98 Cedar spp.12 No Potentially Preserve In planter that may be impacted by parking lot re-development 99 Cedar spp.10 No Potentially Preserve In planter that may be impacted by parking lot re-development 100 Monterey pine 10 No Potentially Preserve In planter that may be impacted by parking lot re-development 101 Cedar spp.13 No Potentially Preserve In planter that may be impacted by parking lot re-development 102 Cedar spp.9 No Potentially Preserve In planter that may be impacted by parking lot re-development 103 Cedar spp.8, 6, 4, 4, 4 No Potentially Preserve In planter that may be impacted by parking lot re-development 135 Tree No.Species Trunk Diameter (in.) Protected Tree? Disposition Comments Tree Disposition Mercedes Gellert Square South San Francisco, CA April 2020 104 Cedar spp.8, 5, 4, 3, 3 No Remove Poor condition and low suitability for preservation 105 Cedar spp.12 No Potentially Preserve In planter that may be impacted by parking lot re-development 106 Cedar spp.10 No Remove Poor condition and low suitability for preservation 107 Cedar spp.8, 6, 4 No Potentially Preserve In planter that may be impacted by parking lot re-development 108 Cedar spp.8, 4, 4, 3, 3 No Potentially Preserve In planter that may be impacted by parking lot re-development 109 Monterey pine 30 Yes Potentially Preserve In planter that may be impacted by parking lot re-development 110 Red flowering gum 12, 11, 4, 4, 3, 3 No Remove Poor condition and low suitability for preservation 111 Red flowering gum 22 Yes Preserve Along the edge of the worksite 112 Italian stone pine 21 Yes Preserve Along the edge of the worksite 113 Italian stone pine 18, 18 Yes Preserve Along the edge of the worksite 114 Red flowering gum 10 No Remove Poor condition and low suitability for preservation 115 Red flowering gum 9, 9 No Preserve Along the edge of the worksite 116 Italian stone pine 24 Yes Preserve Along the edge of the worksite 117 Italian stone pine 23 Yes Preserve Along the edge of the worksite 118 Italian stone pine 26 Yes Preserve Along the edge of the worksite 119 Red flowering gum 12 No Preserve Along the edge of the worksite 120 Monterey pine 28 Yes Preserve Along the edge of the worksite 121 Myoporum 9, 9, 7, 7, 4 No Remove Poor condition and low suitability for preservation 122 New Zealand Christmas Tree 10, 9, 7, 6, 6, 6, 5, 5, 5 No Preserve Along the edge of the worksite 123 New Zealand Christmas Tree 9, 5, 4, 4, 3, 3, 3, 2, 2, 1, 1 No Preserve Along the edge of the worksite 124 Monterey pine 30 Yes Remove Poor condition and low suitability for preservation. Topped for electrical line clearance 125 Monterey pine 31 Yes Remove Poor condition and low suitability for preservation. Topped for electrical line clearance 126 Monterey pine 29 Yes Remove Poor condition and low suitability for preservation. Topped for electrical line clearance 127 Monterey pine 18, 14, 7, 4 Yes Remove Poor condition and low suitability for preservation. Topped for electrical line clearance 136 ATTACHMENT 7 137 138 139 140 141 142 2211&2245 Gellert Boulevard Transportation Impact Analysis Prepared for: Euromotors Holdings II, LLC June 18, 2020 Hexagon Transportation Consultants, Inc. Hexagon Office: 4 North Second Street, Suite 400 San Jose, CA 95113 Hexagon Job Number: 20TD01 Phone: 408.971.6100 Document Name: 2211&2245 Gellert Boulevard TIA Report ATTACHMENT 8 143 2211 & 2245 Gellert Boulevard - Transportation Impact Analysis June 18, 2020 Page | i Table of Contents Executive Summary .................................................................................................................................................... ii 1. Introduction ...................................................................................................................................................... 1 2. Existing Conditions ........................................................................................................................................ 10 3. Background Conditions .................................................................................................................................. 20 4. Project Conditions .......................................................................................................................................... 24 5. Cumulative Conditions ................................................................................................................................... 35 6. Conclusions ................................................................................................................................................... 40 Appendices Appendix A: Intersection Traffic Counts Appendix B: Intersection Level of Service Calculations List of Tables Table ES 1 Intersection Level of Service Summary ............................................................................................. v Table 1 Signalized Intersection Level of Service Definitions Based on Delay .................................................. 6 Table 2 Unsignalized Intersection Level of Service ........................................................................................... 7 Table 3 Existing Intersection Level of Service Analysis .................................................................................. 14 Table 4 Approved Projects Trips ..................................................................................................................... 21 Table 5 Background Intersection Level of Service Analysis ............................................................................ 22 Table 6 Project Trip Generation Estimates ..................................................................................................... 26 Table 7 Background Plus Project Intersection Level of Service Analysis ....................................................... 31 Table 8 Cumulative Plus Project Intersection Levels of Service Analysis ....................................................... 38 List of Figures Figure 1 Site Location and Study Intersections .................................................................................................. 3 Figure 2 Project Site Plan ................................................................................................................................... 4 Figure 3 Existing Lane Configurations .............................................................................................................. 12 Figure 4 Existing Weekday AM and PM Peak Hour Traffic Volumes ............................................................... 13 Figure 5 Existing Transit Services .................................................................................................................... 18 Figure 6 Existing Bicycle Facilities .................................................................................................................... 19 Figure 7 Background Traffic Volumes ............................................................................................................... 23 Figure 8 Project Trip Distribution ...................................................................................................................... 27 Figure 9 Net Project Trip Assignment ............................................................................................................... 28 Figure 10 Background Plus Project Peak Hour Traffic Volumes ........................................................................ 31 Figure 11 Cumulative Peak Hour Traffic Volumes .............................................................................................. 36 Figure 12 Cumulative Plus Project Peak Hour Traffic Volumes ......................................................................... 37 144 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | ii Executive Summary This report presents the results of the transportation impact analysis (TIA) conducted for the proposed Mercedes Benz automobile dealership at 2211 and 2245 Gellert Boulevard in South San Francisco, California. The project would convert the existing Orchard Supply Hardware (OSH) store on the 2245 Gellert Boulevard parcel to a two-story 88,468 s.f. Mercedes Benz showroom. On the 2211 Gellert Boulevard parcel, the project would replace the existing strip mall with a 30,307 s.f. service center. Primary access to the project would be provided via the signalized intersection of Gellert Boulevard and Marbella Drive. Two limited access driveways (allowing right-in/right-out only movements) on Gellert Boulevard, located to the north of Marbella Drive would also provide access to the proposed project. Significance criteria are used to establish what constitutes an impact. For this analysis, the criteria used to determine impacts on intersections are based on the thresholds established by the City of South San Francisco. The traffic study includes an analysis of weekday AM peak hour traffic conditions. Because the project will generate fewer PM peak hour trips compared to existing land uses onsite, project conditions during the PM peak hour under background and cumulative scenarios were not analyzed. The site access and circulation analyses were based on professional judgment in accordance with the standards and methods employed by the traffic engineering community. Project Trip Generation Estimates Trip generation for the proposed auto dealership was based on published trip rates presented in the Institute of Transportation Engineers’ (ITE), Trip Generation Manual, 10th Edition, for Auto Dealership (Land Use Code 840). Average rates were used to determine the magnitude of trips that would be generated by the project. Taking into account the trip credit received from existing uses and previously occupied hardware store onsite, the project is estimated to generate a total of 621 fewer weekday daily trips with a net increase in 68 trips occurring during the AM peak hour and with a net decrease in 52 trips during the PM peak hour . Intersection Level of Service Analysis The results of the intersection Level of Service analysis under all studied scenarios are summarized in Table ES-1. Signalized Intersections Under Existing conditions, the analysis shows that the following intersections currently operate at unacceptable levels of service and would continue to operate at unacceptable levels under Background and Background plus Project conditions. 145 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | iii  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #11 - El Camino Real & Westborough Boulevard Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the background plus project conditions. Under Cumulative conditions, the analysis shows that the following six signalized study intersections would operate at unacceptable levels of service under Cumulative and Cumulative plus Project conditions.  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #7 – Gellert Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #10 – Camaritas Avenue/W Orange Avenue & Westborough Boulevard/Chestnut Avenue  Int #11 - El Camino Real & Westborough Boulevard Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the cumulative plus project conditions. Unsignalized Intersections The analysis shows that the unsignalized intersection of Gellert Boulevard and King Drive currently operates at acceptable LOS C during the AM peak hour and unacceptable LOS E during the PM peak hour under Existing conditions. The intersection would continue to operate at acceptable LOS C during the AM peak hour under Background and Background plus Project conditions. Under Cumulative and Cumulative plus Project conditions, the intersection would operate at unacceptable LOS F during the AM peak hour under Cumulative conditions. However, the addition of project traffic would not cause a significant impact under Cumulative plus Project conditions. This intersection was evaluated for the CA MUTCD peak-hour signal Warrant 3, and the analysis showed that this intersection meets the signal warrant under all study scenarios. For the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the intersection currently operates at acceptable LOS A during both the AM and PM peak hours based on the average delay. However, the analysis shows that the stop-controlled approach on Arroyo Drive currently operates at unacceptable LOS F during both the peak hours as vehicles on Arroyo Drive have to find gaps in the uncontrolled traffic flow on Junipero Serra Boulevard. Under Background and Background plus Project conditions, the intersection would continue to operate at acceptable LOS A during the AM peak hour based on the average delay. The stop-controlled approach on Arroyo Drive would continue to operate at unacceptable LOS F during the AM peak hour under Background and Background plus Project conditions. Under Cumulative and Cumulative plus Project conditions, the analysis shows that the project would operate at LOS F during the AM peak hour but it would not cause a significant impact under Cumulative plus Project conditions. Recommendations Based on a review of the pedestrian, bicycle and transit facilities in the study area and the project site plan (as described in Chapter 4), the following recommendations are made. 146 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | iv Recommendation 1: The applicant should provide plans with appropriate details to consider truck access and emergency vehicle access. Recommendation 2: It is recommended that the employee parking area be redesigned to eliminate tandem parking. 147 2211 & 2245 Gellert Boulevard - Transportation Impact Analysis June 18, 2020 Page | v Table ES 1 Intersection Level of Service Summary Peak Count LOS Delay Delay Delay Delay Delay# Intersection Control Hour Date Criteria (sec) LOS (sec) LOS (sec) LOS (sec) LOS (sec) LOS1AWSCAM 02/12/20D 23.3 C 23.7 C 24.0 C 0.3110.9 F 112.1 F 1.22SignalAM 02/12/20D 12.0 B 13.4 B 13.5 B 0.1 13.6 B 13.8 B 0.23SignalAM 02/12/20D 15.0 B 14.6 B 14.3 B -0.3 18.1 B 17.9 B -0.24SignalAM 02/12/20D 26.9 C 27.0 C 26.9 C -0.1 50.8 D 50.5 D -0.35Junipero Serra Blvd & Arroyo Dr SSSCAM 02/12/20D 9.2 A 9.3 A 9.3 A 0.0106.2 F 106.3 F0.1Worst Approach79.6 F 80.2 F 80.6 F 0.4 >120 F >120 F0.56SignalAM 02/12/20D62.2 E 63.2 E 63.4 E 0.2 180.1 F 180.4 F0.37SignalAM 02/12/20D 43.5 D 45.2 D 44.9 D -0.3141.1 F 140.5 F-0.68SignalAM 02/12/20 D 11.2 B 11.4 B 11.3 B -0.1 39.6 D 39.3 D -0.39SignalAM 02/12/20 D82.7 F 88.6 F 91.2 F 2.6 226.2 F 228.9 F 2.710SignalAM 02/12/20D 23.8 C 24.1 C 24.1 C 0.072.8 E 72.9 E0.111SignalAM 02/12/20D60.6 E 63.2 E63.5 E 0.3150.9 F 152.1 F1.2Notes:BOLD indicates a substandard level of serviceCumulative ConditionsCumulative plus Project Conditionsboxed and BOLD indicates significant project impactBackground plus Project ConditionsExisting ConditionsBackground Conditions3. AWSC - All Way Stop Control, SSSC - Side Street Stop ControlGellert Blvd & King DrGellert Blvd & Marbella Dr2. Year 2040 conditions intersection level of service results are based on 2% annual growth rate applied to the existing 2020 volumes.1. The intersection level of service is calculated using the HCM 2000 module with the Synchro software. Gellert Blvd & Westborough SqJunipero Serra Blvd & King DrSkyline Blvd & Westborough BlvdGellert Blvd & Westborough BlvdI-280 SB & Westborough BlvdI-280 NB/Junipero Serra Blvd & Westborough BlvdCamaritas Ave/W Orange Ave & El Camino Real & Westborough Blvd148 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 1 1. Introduction This report presents the results of the transportation impact analysis (TIA) conducted for the proposed Mercedes Benz automobile dealership at 2211 and 2245 Gellert Boulevard in South San Francisco, California. The project would convert the existing Orchard Supply Hardware (OSH) store on the 2245 Gellert Boulevard parcel to a two-story 88,468 s.f. Mercedes Benz showroom. On the 2211 Gellert Boulevard parcel, the project would replace the existing strip mall with a 30,307 s.f. service center. Primary access to the project would be provided via the signalized intersection of Gellert Boulevard and Marbella Drive. Two limited access driveways (allowing right-in/right-out only movements) on Gellert Boulevard, located to the north of Marbella Drive would also provide access to the proposed project. The site location and the surrounding study area are shown on Figure 1. The project site plan is shown on Figure 2. Scope of Study This study was conducted for the purpose of identifying the potential transportation impacts related to the proposed development. The potential impacts of the project were evaluated in accordance with the standards set forth by the City of South San Francisco, and the City/County Association of Governments of San Mateo County. Since it is estimated that the project would generate fewer than 100 net peak hour vehicle trips, an analysis in accordance with CMP guidelines is not required. The traffic study includes an analysis of traffic operations for nine signalized intersections and two unsignalized intersections in the vicinity of the project site. Additionally, the study includes an analysis of vehicular, transit, bicycle, and pedestrian access and parking. The study intersections were identified based on consultation with the City staff. The study intersections are listed below: Study Intersections 1. Gellert Boulevard and King Drive (Unsignalized) 2. Gellert Boulevard and Marbella Drive 3. Gellert Boulevard and Westborough Square driveway 4. Junipero Serra Boulevard and King Drive 5. Junipero Serra Boulevard and Arroyo Drive (Unsignalized) 6. Skyline Boulevard and Westborough Boulevard 7. Gellert Boulevard and Westborough Boulevard 8. I-280 Southbound Ramps and Westborough Boulevard 9. I-280 Northound/Junipero Serra Boulevard and Westborough Boulevard 149 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 2 10. Camaritas Avenue/W Orange Avenue and Westborough Boulevard 11. El Camino Real and Chestnut Avenue/Westborough Boulevard Analysis Time Periods Traffic conditions at the study intersections were analyzed for the weekday AM peak hour (between 7-9 AM) and PM peak hour (between 4-6 PM). It is during these periods that the most congested traffic conditions occur on an average weekday. Analysis Scenarios Traffic conditions were evaluated for the following scenarios: Scenario 1: Existing Conditions. New AM and PM peak hour turning movement counts were conducted at all study intersections in February 2020. Scenario 2: Background Conditions. Background conditions were analyzed with traffic volumes that will exist with the completion of approved projects in the study area. Based on Coordination with the City of South San Francisco Planning Division, four approved projects were identified in the study area. Trip generation for the approved projects was either based on traffic studies conducted for these projects or based on the ITE trip rates. Trips generated by approved projects, including the previous hardware store onsite which is currently closed, were estimated using ITE trip rates and added to existing conditions to analyze Background conditions. Scenario 3: Background plus Project Conditions. Net project-generated traffic volumes were added to Background traffic volumes to estimate Background plus Project conditions. Project generated traffic was estimated using the vehicular trip generation rates recommended by the Institute of Transportation Engineers (ITE) manual entitled Trip Generation,10th Edition. Background plus Project conditions were evaluated relative to Background Conditions in order to determine potential project impacts. Scenario 4: Cumulative Conditions. Cumulative conditions represent traffic volumes that would exist in the Year 2040. Traffic volumes for cumulative conditions were developed by applying a growth rate of 2% per year to the existing 2020 volumes. Traffic from approved projects were then added to these volumes to reflect cumulative base volumes. Scenario 5: Cumulative plus Project Conditions. Project-generated traffic volumes were added to Cumulative traffic volumes to estimate Cumulative plus Project conditions. Cumulative plus Project conditions were evaluated relative to Cumulative Conditions in order to determine potential project impacts 150 X = Study Intersection = Project Driveway = Site Location LEGEND South San Francisco Daly City San Bruno Pacifica 2 3 8 6 7 1 4 9 5 10 11 Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e A v e S k y l i n e B l v d S k ylin e Blv d Ki n g Dr King Dr G e l l e r t B l v d G e l l e r t B l v d El C am i n o R ea lCallan B lvd Westbor o u g h Bl v d Westborough BlvdArroy o Dr A rro yo D rMarbellaMarbella DrDr Dwy #2 Dwy #3 Dwy #1 West-West- boroughborough SquareSquare DwyDwy Arroy o Dr Marbella Dr West- borough Square DwyJunipe ro Se rra B lvd Avalon Dr Ca m a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 2211 & 2245 Gellert Boulevard Car Dealership Figure 1 Site Location and Study Intersections 151 2211 & 2245 Gellert Blvd Car Dealership Figure 2 Project Site Plan 152 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 5 Methodology Traffic conditions at the study intersections were evaluated using level of service (LOS). Level of Service is a qualitative description of operating conditions ranging from LOS A, or free-flow conditions with little or no delay, to LOS F, or jammed conditions with excessive delays. The various analysis methods are described below. Signalized Intersections The City of South San Francisco evaluates level of service at signalized intersections based on the Highway Capacity Manual (HCM) level of service methodology. This method evaluates signalized intersection operations on the basis of average control delay time for all vehicles at the intersection. Table 1 shows the level of service definitions for signalized intersections. The City of South San Francisco defines LOS A through D as acceptable, and LOS E and F as unacceptable. Intersection traffic operations were analyzed using Synchro traffic analysis software. The HCM 2000 methodology was chosen for intersection analysis to maintain consistency with the traffic analysis that was conducted for the El Camino Real (ECR)/ Chestnut Avenue Area Plan EIR. Although the project is not part of the ECR/Chestnut Avenue Area Plan, the EIR evaluated traffic operations at some of the same study intersections. Unsignalized Intersections The study includes two unsignalized intersections, one which is controlled by an all-way stop and the other with a side street stop control. For all-way stop controlled intersections, level of service is determined by the average delay of all movements through the intersection. This average delay can then be correlated to a Level of Service based on the Highway Capacity Manual (HCM) methodology for unsignalized intersections. At the unsignalized intersection with a stop control on the side street, both the average delay at the intersection and the delay for the side street is reported. The unsignalized intersections were analyzed using the HCM 2000 methodology. Table 2 summarizes the relationship between LOS and average delay for unsignalized intersections. Synchro was used to analyze the unsignalized study intersections. Level of Service Thresholds Described below is the Level of Service thresholds that were applied to the study intersections, for both the signalized and unsignalized intersections. South San Francisco Intersections The City of South San Francisco defines LOS A through D as acceptable, and LOS E and F as unacceptable. The following guidelines are outlined in the City of South San Francisco General Plan (City of South San Francisco 1999):  Strive to maintain LOS D or better on arterial and collector streets  Accept LOS E or F after finding that there is no feasible and practical way to mitigate the lower Level of Service, and the uses resulting in the lower Level of Service are of clear overall public benefit  Exempt development within 0.25 miles of a Caltrain or BART station, or ferry terminal from LOS standards 153 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 6 Significant Impacts According to impact criteria established administratively (and consistent with the traffic analysis for the ECR/Chestnut Avenue Area Plan EIR), the project would result in a significant traffic impact at a signalized or unsignalized intersection if either of the following criteria are met:  An intersection with base traffic volumes operating at an acceptable LOS (LOS D or better) deteriorates to an unacceptable operation (LOS E or F) with the addition of project traffic; or  An intersection is already operating at an unacceptable LOS E or F and the addition of project traffic would increase the average delay by more than four (4) seconds. Table 1 Signalized Intersection Level of Service Definitions Based on Delay Average Stopped Delay Per Vehicle (Sec.) A Up to 10.0 C Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. Source: Transportation Research Board, 2000 Highway Capacity Manual , (Washington, D.C., 2000). F Operation with delays unacceptable to most drivers occurring due to oversaturation, poor progression, or very long cycle lengths. Greater than 80.0 20.1 to 35.0 D Operations with longer delays due to a combination of unfavorable progression, long cycle lenghts, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. 35.1 to 55.0 E Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurences. This is considered to be the limit of acceptable delay. 55.1 to 80.0 Level of Service Description Operations with very low delay occurring with favorable progression and/or short cycle lengths. B Operations with low delay occurring with good progression and/or short cycle lengths.10.0 to 20.0 154 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 7 Table 2 Unsignalized Intersection Level of Service Traffic Signal Warrant For the unsignalized study intersections, the analysis of level of service was supplemented with a signal warrant check. The assessment of the need for signalization was conducted using the Peak-Hour Warrant 3 described in the 2014 California Manual on Uniform Traffic Control Devices (CA MUTCD). This analysis provides an indication of whether traffic conditions are, or would be, sufficient to justify installation of a traffic signal. A Little or no traffic delay 10.0 or less B Short traffic delays 10.1 to 15.0 C Average traffic delays 15.1 to 25.0 D Long traffic delays 25.1 to 35.0 E Very long traffic delays 35.1 to 50.0 F Extreme traffic delays greater than 50.0 Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000) p17-2. Level of Service Description Average Delay Per Vehicle (Sec.) 155 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 8 Vehicle Miles Travelled (VMT) Analysis Vehicle Miles Traveled (VMT) is the total miles traveled by motorized vehicles that a development is expected to generate in a day. VMT captures motorized vehicle trips, thereby accounting for the effects of project features. It also captures trip length, thereby accounting for regional location. Typically, development located farther from retail, office, and other uses and with poor access to transit generates more driving than development situated close to complementary uses and transit. SB 743 signed in 2013 requires the Governor’s Office of Planning and Research (OPR) to identify new metrics, aside from vehicle delay and level of service, for identifying and mitigating transportation impacts of a project under California Environmental Quality Act (CEQA). OPR identified VMT per capita, VMT per employee, and net VMT increase as new metrics for transportation impact analysis, and released a revised Technical Advisory on Evaluating Transportation Impacts in CEQA in April, 2018 that contains OPR’s technical recommendations regarding assessment of VMT, thresholds of significance, and mitigation measures. OPR has submitted the proposed updates to the CEQA Guidelines to commence the formal rulemaking process. While a public agency could immediately apply the proposed new Guidelines section that implements SB 743, statewide application of the new section is not required until July 2020. The City of South San Francisco has not adopted a policy or guidelines that evaluate VMT impacts under CEQA. Therefore, the VMT impact of the project is discussed qualitatively based on the OPR’s Technical Advisory (April 2018), and is presented for informational purposes only. The OPR recommends the quantified VMT thresholds for evaluating transportation impacts of residential, office, and retail projects because these projects tend to have the greatest influence on VMT. OPR recommends that lead agencies may develop their own more specific thresholds, which may include other land use types. Most of vehicle trips generated by auto dealerships are from the existing owners bringing in their cars for maintenance and repair (service). Car owners typically go to a dealership location most convenient to them (close to home or work) for service. Therefore, for the purpose of evaluating the VMT impact, an auto dealership can be analyzed as a retail development. As recommended by the OPR, a net increase in total VMT may indicate a significant transportation impact for retail projects. The OPR’s Technical Advisory also provides the guidelines for evaluating the VMT impacts of a retail project based on whether it’s local-serving or regional-serving retail. By adding retail opportunities into the urban fabric and thereby improving retail destination proximity, local-serving retail development tends to shorten trips and reduce VMT. Thus, lead agencies generally may presume such development creates a less-than-significant transportation impact. Regional-serving retail development, on the other hand, can lead to substitution of longer trips for shorter ones and may have a significant impact. Because most vehicle trips generated by the project are and would continue to be from the vehicle owners bringing in their cars for service, the project would operate similar to local-serving retail. The VMT analysis for the Mercedes Benz leadership is described below. Mercedes Benz Dealership There are two Mercedes Benz dealerships in the region: Mercedes-Benz of San Francisco and Autobahn Motors in Belmont. Because there are no other Mercedes Benz leaderships between San Francisco and Belmont, vehicle owners or buyers in the project area need to travel to Mercedes-Benz of San Francisco or Autobahn Motors, which are approximately 13 and 16 miles, respectively, from the project site. Placing the proposed Mercedes Benz dealership at the project site would shorten the car service trips for the existing and future owners in the project area. 156 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 9 Although the project could increase the VMT generated by employees, the reduction in the VMT generated by car service trips would be more than enough to offset the increase in employee related VMT. Therefore, the proposed Mercedes Benz dealership would result in an overall reduction in VMT. Report Organization The remainder of this report is divided into five chapters. Chapter 2 describes Existing conditions on the existing roadway network. Chapter 3 presents the intersection operations under Background conditions. Chapter 4 presents the method used to estimate Existing plus Project traffic and its impact on the roadway network. Also, in Chapter 4 are estimates of Background plus Project traffic, a discussion of potentially significant project impacts under Background plus Project conditions, and an analysis of the site access and on-site circulation. Chapter 5 presents Cumulative and Cumulative plus Project conditions and their impact on the roadway network. Chapter 6 presents the conclusions of the transportation impact analysis. 157 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 10 2. Existing Conditions This chapter describes the existing conditions of the major roadway network in the vicinity of the project site and the transportation facilities and services that support alternative and sustainable modes of transportation including commuter rail, transit buses, bicycle facilities, and pedestrian facilities. Existing Roadway Network Regional access to the project site is provided via I-280, I-380, SR-35 (Skyline Boulevard), SR-82 (El Camino Real), and US 101. Local access to the site is provided via Gellert Boulevard, Westborough Boulevard, King Drive, and Junipero Serra Boulevard. These roadways are described below. US 101 is a major north-south freeway that extends north through San Francisco and south through San Jose. In the project vicinity, US 101 is eight lanes wide, including two high-occupancy vehicle (HOV) lanes, one in each direction. Interstate 280 is a major north-south freeway that extends north through San Francisco and south through San Jose. In the project vicinity, I-280 is eight lanes wide. I-280 provides access to the project site via interchanges at Westborough Boulevard and Avalon Drive. Interstate 380 is an east-west six-lane freeway that provides access to San Francisco International Airport, I-280, and US 101. I-380 provides a direct connection between I-280 and US 101. Skyline Boulevard (State Route 35) is a north-south state highway that extends from Sloat Boulevard in San Francisco to Highway 17 in Santa Cruz. Skyline Boulevard provides access to the project site via its intersection at Westborough Boulevard. El Camino Real (State Route 82) is a north-south six-lane major arterial with a raised median within the project vicinity. El Camino Real extends northward to San Francisco where it becomes Mission Street and San Jose Avenue, and southward to Santa Clara. There are existing sidewalks on both sides of the street in the project vicinity. Gellert Boulevard is a north-south arterial and provides direct access to the project site. It begins at Serramonte Boulevard to the north and extends to Shannon Drive in the south. Within the project vicinity, 158 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 11 Gellert Boulevard is four lanes wide, with sidewalks on both sides of the street. Class II bike lanes are present on both sides of the street except a short segment between King Drive and Rowntree Way, and south of the Westborough Square driveway. Westborough Boulevard is an east-west arterial that begins at Skyline Boulevard and extends east towards the intersection with El Camino Real. Within the vicinity of the project, Westborough Boulevard is four lanes wide, and is divided by a raised center median. Sidewalks are present on both sides of the street except between Oakmont Drive and Galway Place, and at the I-280 interchange on the south side. There are no sidewalks on either side of Westborough Boulevard between Junipero Serra Boulevard and Camaritas Avenue. Class II bike lanes are present except between Galway Place and Junipero Serra Boulevard, and a short section between Camaritas /West Orange Avenue and El Camino Real. King Drive is an east-west two-lane collector roadway between Skyline Boulevard and Junipero Serra Boulevard. It becomes a local residential street east of Junipero Serra Boulevard until it terminates at Alta Mesa Drive. Sidewalks and Class II bike lanes are present on both sides of the street in the project vicinity. On-street parking is allowed on both sides of the street. Junipero Serra Boulevard is a north-south four-lane major arterial with a raised median. It begins at Sloat Boulevard to the north and ends at the Avalon Drive and I-280 interchange to the south Class II bike lanes are present on both sides of Junipero Boulevard. No sidewalks exist on either side of the street in the project vicinity. Existing Intersection Lane Configurations The existing lane configurations at the study intersections based on field observations are shown on Figure 3. Existing Traffic Volumes New AM and PM peak hour traffic counts were conducted at all study intersections on a typical weekday in February 2020 when schools were in session. The Existing peak hour intersection volumes are shown on Figure 4. The traffic count data are included in Appendix A. Existing Intersection Levels of Service The results of the intersection Level of Service analysis under Existing conditions are summarized in Table 3. Signalized Intersections The analysis shows that the following three signalized study intersections currently operate at unacceptable LOS E or worse during at least one of the analysis periods under existing conditions as described below.  Int #6 - Skyline Boulevard & Westborough Boulevard (LOS E, AM peak hour)  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard (LOS F, AM and PM peak hours)  Int #11 - El Camino Real & Westborough Boulevard (LOS E, AM and PM peak hours) 159 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 Figure 3 Existing Lane Configurations 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p 160 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella 69(179)92(213)66(139)182(55)229(203)42(54)102(112) 150(318) 108(225) 29(27) 335(143) 183(130)22(44)242(425)12(19)69(114)500(319)11(12)69(133) 0(4) 46(121) 7(5) 1(1) 60(15)106(89)202(456)50(116)47(69)529(377)53(21)123(270) 9(10) 52(129) 22(41) 2(4) 112(94)124(326)216(507)96(138)109(133)652(310)146(251)162(81) 87(81) 118(86) 237(167) 132(69) 283(100)382(909)68(168)61(46)1036(445)142(104) 54(62)189(653)335(723)114(181)220(149)823(427)266(153)203(189) 289(463) 96(171) 192(147) 641(294) 643(257)55(42)64(70)313(150)561(456)71(83)132(202)140(196) 864(1425) 165(409) 129(182) 1592(770) 20(28)368(642)219(679)950(1588) 1684(865)16(62)2(11)18(40)144(75)84(31)165(194)42(47) 924(1141) 188(308) 65(115) 1577(996) 163(110)430(633)494(892)252(359)200(205)722(650)50(144)354(295) 674(719) 131(150) 289(172) 914(568) 536(371)278(193)258(679)217(93)357(780)289(153)682(235)105(101)102(60)92(219) 500(392) 1238(875)100(179) 14(12) 157(214) 488(707) 368(257) WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p Figure 4 Existing Traffic Volumes 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM(PM) Peak-Hour Traffic VolumesXX(XX) 161 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 14 Table 3 Existing Intersection Level of Service Analysis Unsignalized Intersections The analysis shows that the unsignalized intersection of Gellert Boulevard and King Drive operates at acceptable LOS C during the AM peak hour and unacceptable LOS E during the PM peak hour. For the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the intersection operates at acceptable LOS A during both the AM and PM peak hours based on the average delay. However, the analysis shows that the stop-controlled approach on Arroyo Drive currently operates at unacceptable LOS F during both the peak hours as vehicles on Arroyo Drive have to find gaps in the uncontrolled traffic flow on Junipero Serra Boulevard. The two unsignalized intersections were evaluated for the CA MUTCD peak-hour signal Warrant 3, and the analysis showed that both the intersections of Gellert Boulevard/King Drive and Junipero Serra Boulevard/Arroyo Drive meet the signal warrant during the AM and PM peak hours under Existing conditions. Peak Count LOS Delay # Intersection Control Hour Date Criteria (sec) LOS 1 AWSC AM 02/12/20 D 23.3 C PM 02/12/20 D 41.3 E 2 Signal AM 02/12/20 D 12.0 B PM 02/12/20 D 16.5 B 3 AM 02/12/20 D 15.0 B PM 02/12/20 D 18.4 B 4 Signal AM 02/12/20 D 26.9 C PM 02/12/20 D 28.8 C 5 Junipero Serra Blvd & Arroyo Dr SSSC AM 02/12/20 D 9.2 A Worst Approach 79.6 F PM 02/12/20 D 5.9 A Worst Approach 59.2 F 6 Signal AM 02/12/20 D 62.2 E PM 02/12/20 D 47.9 D 7 Signal AM 02/12/20 D 43.5 D PM 02/12/20 D 40.9 D 8 Signal AM 02/12/20 D 11.2 B PM 02/12/20 D 25.0 C 9 Signal AM 02/12/20 D 82.7 F PM 02/12/20 D 103.1 F 10 Signal AM 02/12/20 D 23.8 C PM 02/12/20 D 28.7 C 11 Signal AM 02/12/20 D 60.6 E PM 02/12/20 D 69.4 E Notes: AWSC - All Way Stop Control, SSSC - Side Street Stop Control BOLD indicates a substandard level of service Existing Conditions Gellert Blvd & King Dr Gellert Blvd & Marbella Dr Gellert Blvd & Westborough Sq Junipero Serra Blvd & King Dr El Camino Real & Westborough Blvd Skyline Blvd & Westborough Blvd Gellert Blvd & Westborough Blvd I-280 SB & Westborough Blvd I-280 NB/Junipero Serra Blvd & Westborough Blvd Camaritas Ave/W Orange Ave & Westborough Blvd/Chestnut Ave 162 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 15 The Level of Service calculation sheets are included in Appendix B. Observed Existing Traffic Conditions Traffic conditions were observed in the field in order to identify existing operational deficiencies and to confirm the accuracy of calculated intersection levels of service. The purpose of this effort was (1) to identify any existing traffic problems that may not be directly related to level of service, and (2) to identify any locations where the level of service analysis does not accurately reflect existing traffic conditions. Hexagon conducted field observations on a regular weekday during the AM and PM peak hours in February 2020. The following operational issues were noted based on field observations. Intersection #6: Skyline Boulevard (SR 35) and Westborough Boulevard. During the AM peak hour, due to heavy traffic on southbound Skyline Boulevard, the southbound through movement queue extends almost to the upstream intersection at Skyridge Drive and consistently takes more than one cycle to clear the intersection. During the PM peak hour, the westbound left and through queues on Westborough Boulevard reache the upstream intersection at Fleetwood Drive. However, the queues generally clear in one cycle. Intersection # 7: Gellert Boulevard and Westborough Boulevard. During the AM peak hour, the queue for the rightmost eastbound Gellert Boulevard through lane constantly extends past the upstream intersection at Olympic Drive. The southbound left turn queue on Gellert Boulevard intermittently extends past the upstream Westborough Square driveway, and the queue often takes more than one cycle to clear. The northbound right turn queue on Gellert Boulevard also intermittently extends past the upstream intersection at Appian Way, and the queue often takes more than one cycle to clear. During the PM peak hour, the eastbound left turn queue on Gellert Boulevard consistently spills over into the through movement, and it often takes more than one cycle to clear. Intersection #9: Junipero Serra Boulevard and Westborough Boulevard. No operational issues are observed during the AM peak hour. During the PM peak hour, due to heavy traffic on westbound Westborough Boulevard, westbound through and left turn queues consistantly take more than one cycle to clear the intersection. Intersection #10: Camaritas Avenue/Orange Avenue and Westborough Boulevard. During the AM peak hour, due to heavy traffic on eastbound Westborough Boulevard, the queue often takes more than one cycle to clear the intersection. No operational issues are observed during the PM peak hour. Intersection #11: El Camino Real/Chestnut Avenue and Westborough Boulevard. During both the AM and PM peak hours, the queue for the eastbound approach on Westborough Boulevard often extends to the upstream intersection at Camaritas Avenue, but generally vehicles can clear the intersection in one cycle. The eastbound left turn queue on Westborough Boulevard intermittently reaches the end of the storage but mostly clears in one cycle. The westbound through queue also extends past the upstream intersection at Antoinette Lane but generally clears in one cycle. During the PM peak hour, due to the close proximity of the downstream intersection at Antoinette Lane, eastbound traffic on Westborough Boulevard occasionally backs up to El Camino Real from Antoinette Lane. However, the queue generally clears in one cycle. 163 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 16 Alternative Transportation Services in the Area The following facilities and services are available in the project area to support the use of commute alternatives. Transit Service Existing transit service to the study area is provided by the San Mateo County Transit District (SamTrans) and BART. The transit services are described below and shown on Figure 5. SamTrans Bus Routes Route 122 travels between the Stonestown Shopping Center in San Francisco and the South San Francisco BART station, providing service to the Colma BART Station, San Francisco State University and many retail and medical centers along the way. On weekdays, it operates with approximately 20- minute headways during the peak hours and approximately 30-minute headways for the rest of the day, from 5:00 AM to 11:15 PM. It operates on weekends and holidays with 30-minute headways. In the project vicinity, it travels on Gellert Boulevard, King Drive, and Westborough Boulevard. The closest bus stop is located near the Gellert Boulevard and King Drive intersection, about 800 feet from the project site. Route 28 travels between the Serramonte Center in Daly City and South San Francisco High School. Along the route, it connects with regional shopping centers in Daly City and South San Francisco. It operates with 10-minute headways during the AM period and 6-minute headways during the PM period except for Wednesdays. The service is only provided on school days. In the project vicinity, it travels on Westborough Boulevard and Gellert Boulevard. The closest bus stop is located near the Gellert Bouelvard and King Drive intersection, about 800 feet from the project site. BART Service Bay Area Rapid Transit (BART) operates regional rail service in the Bay Area, connecting between San Francisco International Airport, San Francisco to the north, and cities in the East Bay. The Richmond- Daly City/Millbrae Line on weekdays provides service from 5:00 AM to 9:15 PM with typical headways (frequency of service) of 15 minutes during peak and mid-day hours. The Pittsburg/Bay Point-SFO Airport-Millbrae Line on weekdays provides service between 5:15 AM to 1:30 AM with typical headways of 15 minute during peak and mid-day hours and 20 minutes headway after 8:00 PM. There are bicycle racks and bicycle lockers available at the South San Francisco BART Station. The South San Francisco BART station is located approximately 2.5 miles east of the project site. The BART station is served by SamTrans Bus Route 122. Bicycle Facilities Bicycle facilities include bike paths, bike lanes, and bike routes. Bike paths (Class I facilities) are pathways, separate from roadways, which are designated for use by bicycles. Often, these pathways also allow pedestrian access. Bike lanes (Class II facilities) are lanes on roadways designated for use by bicycles with special lane markings, pavement legends, and signage. Bike routes (Class III) are existing rights-of-way that accommodate bicycles but are not separate from the existing travel lanes. Routes are typically designated only with signs. Existing bicycle facilities in the project study area are shown on Figure 6. The following bicycle facilities exist in the project study area. 164 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 17 Class I Bikeway (Multi-Use Path) Centennial Way Trail is a bike path that extends from the South San Francisco BART station to the San Bruno BART station. This path connects to Class III bike routes on Chestnut Avenue and W. Orange Avenue. Class II Bikeways (Bike Lanes)  Westborough Boulevard between Skyline Boulevard and Galway Drive and between Junipero Serra Boulevard and Camaritas Avenue/West Orange Avenue  Gellert Boulevard between Westborough Square Driveway and Rowntree Way, and north of King Drive  King Drive west of Junipero Serra Boulevard  Junipero Serra Boulevard through the City of South San Francisco Class III Bikeways (Bike Routes)  El Camino Real through the City of South San Francisco  Gellert Boulevard between King Drive and Rowntree Way  Westborough Boulevard between Galway Place and Junipero Serra Boulevard, and between Camaritas Avenue/West Orange Avenue and El Camino Real Pedestrian Facilities Pedestrian facilities in the study area consist of sidewalks that are ADA (American with Disabilities Act) compatible along most of the surrounding streets. Crosswalks with pedestrian signal heads are located at almost all of the signalized intersections in the study area, except at the Westborough Boulevard and Junipero Serra Boulevard intersection due to the lack of sidewalks on Junipero Serra Boulevard and on Westborough Boulevard east of Junipero Serra Boulevard. There are a few gaps in the sidewalk network in the project area:  Both sides of Westborough Boulevard between Junipero Serra Boulevard and Camaritas Avenue/West Orange Avenue.  South side of Westborough Boulevard between Oakmont Drive and Galway Place, and south side at the I-280 interchange.  Both sides of Junipero Serra Boulevard through the City of South San Francisco.  Both sides of Skyline Boulevard through the City of South San Francisco. Overall, the existing pedestrian facilities provide adequate connectivity between the site and all of the immediate surrounding land uses and transit stops in the project area. 165 28 28 28 28 28 28 28 28 122 122 122 122 122 122 South San Francisco Daly City San Bruno Pacifica 280 King DrCallan B lvd Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e Sk y l i n e B l v dSk ylin e B lv d Ca m a r i t a s A v e Or a n g e A v e Sk y l i n e B l v d Ge l l e r t B l v d Gelle r t B lvd El C am i n o Re a l Ki n g D r C a l l a n B l v d Westbor o u g h Bl v d Ju n i p e r o S e r r a B l v d Missi o n R d = Site Location LEGEND = Bus Stops SouthSouthSan FranciscoSan FranciscoBART StationBART Station XXX = SamTrans Route Connecting to BART and Caltrain Stations = SamTrans School-day Only RouteXX SouthSan FranciscoBART Station To San FranciscoTo San Francisco 2211 & 2245 Gellert Boulevard Car Dealership Figure 5 Existing Transit Services 166 Ce n t e n n ial W a y T r a i l South San Francisco Daly City San Bruno Pacifica 280 Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g Dr King Dr G e l l e r t B l v d Gell e r t B l v d El C am i no Re a lCallan B lvd Westbor o u g h Bl v d Westborough BlvdJunipe ro Se rra B lvd Avalon Dr Ca m a r i t a s A v e Or a n g e A v e S k y l i n e B l v d = Site Location LEGEND = Existing Class II Bike Lanes = Existing Class III Bike Routes = Existing Class I Bike Paths To San FranciscoTo San Francisco 2211 & 2245 Gellert Boulevard Car Dealership Figure 6 Existing Bicycle Facilities 167 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 20 3. Background Conditions This chapter describes Background traffic conditions. Background conditions are defined as conditions just prior to completion of the proposed development. Traffic volumes for Background conditions comprise existing traffic volumes plus traffic generated by other approved developments in the vicinity of the site, including the previous hardware store onsite which is currently vacant. This chapter describes the procedure used to determine Background traffic volumes and the resulting traffic conditions. Background Transportation Network The transportation network under Background conditions was assumed to be the same as the Existing transportation network. Background Traffic Volumes Traffic volumes for Background conditions were developed by adding trips from approved projects in the vicinity of the proposed project to the existing traffic volumes. In addition, traffic generated from the previous hardware store at the project site was estimated using ITE Trip Generation rates and also included as part of the approved trips. Based on consultation with City staff, the projects shown in Table 4 were identified as approved/pending projects for consideration under Background conditions. As shown in Table 4, the four near-term projects are expected to generate a total of 423 trips during the AM peak hour and 913 trips during the PM peak hour. These trips were added to existing traffic volumes to obtain traffic volumes for analysis under Background conditions. Trips from approved projects were assigned to the study intersections based on the trip distribution assumptions developed for the ECR/Chestnut Avenue Area Plan EIR. Background peak hour traffic volumes are shown on Figure 7. 168 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 21 Table 4 Approved Projects Trips Background Intersection Levels of Service The results of the intersection Level of Service analysis under Background conditions are summarized in Table 5. Signalized Intersections The analysis shows that the following three signalized study intersections that are currently operating at unacceptable LOS E or worse during at least one of the analysis periods under existing conditions would continue to operate at unacceptable levels of service under Background conditions.  Int #6 - Skyline Boulevard & Westborough Boulevard (LOS E, AM peak hour)  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard (LOS F, AM and PM peak hours)  Int #11 - El Camino Real & Westborough Boulevard (LOS E, AM and PM peak hours) Unsignalized Intersections The analysis shows that the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the intersection would continue to operate at acceptable LOS A during the AM and PM peak hours based on the average delay. The stop-controlled approach on Arroyo Drive would continue to operate at unacceptable LOS F during the AM peak hour under Background conditions as vehicles on Arroyo Drive would have to find gaps in the uncontrolled traffic flow on Junipero Serra Boulevard. The two unsignalized intersections were evaluated for the CA MUTC peak-hour signal Warrant 3, and the analysis showed that both the intersection of Gellert Boulevard/King Drive and Junipero Serra Approved Retail Office Projects (s. f. ) (s. f.) In Out Total In Out Total Civic Project 1 0 0 44,500 62 71 133 120 342 462 988 El Camino Real 2 172 10,915 0 4 55 59 68 33 101 Development Site (SFPUC)3 809 18,500 0 65 150 215 188 140 328 31 Oakmont Meadows 4 22 0 0 4 12 16 14 8 22 Total 135 288 423 390 523 913 Notes: AM Trips PM TripsResidentia l Units 1Source: El Camino Real/Chestnut Avenue Area Plan Update SEIR, Transportation Impact Analysis, Appendix TRA 2 Trip generation based on Traffic Impact Analysis (TIA) for the 988 El Camino Real Mixed-Use Development by Hexagon Transportation Consultants in January 2018. 3 Source: CEQA Transportation Impact Analysis Assessment for the SFPUC Site by Fehr&Peers in December 2018. 4Trip generation based on ITE 10th Edition. 169 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 22 Boulevard/Arroyo Drive would continue to meet the signal warrant during the AM peak hour under Background conditions. The Level of Service calculation sheets are included in Appendix B. Table 5 Background Intersection Level of Service Analysis Peak LOS Delay Delay # Intersection Hour Criteria (sec) LOS (sec) LOS 1AMD23.3 C 23.7 C 2AMD12.0 B 13.4 B 3AMD15.0 B 14.6 B 4AMD26.9 C 27.0 C 5 Junipero Serra Blvd & Arroyo Dr AM D 9.2 A 9.3 A Worst Approach 79.6 F 80.2 F 6AMD62.2 E 63.2 E 7AMD43.5 D 45.2 D 8AMD11.2 B 11.4 B 9AMD82.7 F 88.6 F 10 AM D 23.8 C 24.1 C 11 AM D 60.6 E 63.2 E Notes: AWSC - All Way Stop Control, SSSC - Side Street Stop Control BOLD indicates a substandard level of service El Camino Real & Westborough Blvd Skyline Blvd & Westborough Blvd Gellert Blvd & Westborough Blvd I-280 SB & Westborough Blvd I-280 NB/Junipero Serra Blvd & Camaritas Ave/W Orange Ave & Gellert Blvd & Westborough Sq Junipero Serra Blvd & King Dr Existing Conditions Background Conditions Gellert Blvd & King Dr Gellert Blvd & Marbella Dr 170 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella 71946918223142105 150 108 29 335 185 27235677650011104 46 7 1 65 106255504757153123 9 52 22 2 112 12421696109656149162 87 118 240 132 283 38268611040142 54 190336118222823266211 296 101 192 645 644 556531359872136140 880 218 134 1605 20 3842351003 1717 162181448419742 989 188 65 1619 163 44951126522573659378 711 151 301 926 55428825821737628968210910292 500 1270100 14 192 518 400 WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p Figure 7 Background Traffic Volumes 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM Peak-Hour Traffic VolumesXX 171 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 24 4. Project Conditions This chapter describes traffic conditions with the proposed project. A description of the transportation system under project conditions and the method by which project traffic is estimated is described. Included in this chapter is a summary of project traffic conditions, as well as any impacts caused by the project. The analyses of site access and on-site circulation are also presented in this chapter. Project conditions are represented by adding project generated traffic to Background traffic conditions. Transportation Network Under Project Conditions The transportation network under Background plus Project conditions, including roadways and intersection lane configurations, is the same as that described under Background conditions. Project Trip Estimates The magnitude of traffic produced by a new development and the locations where that traffic would appear are estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. In determining project trip generation, the magnitude of traffic entering and exiting the site is estimated for the AM and PM peak hours. As part of the project trip distribution, an estimate is made of the directions to and from which the project trips would travel. In the project trip assignment, the project trips are assigned to specific streets and intersections. These procedures are described further in the following sections. Trip Generation Trip generation for the proposed auto dealership was based on published trip rates presented in the Institute of Transportation Engineers’ (ITE), Trip Generation Manual, 10th Edition, for Auto Dealership (Land Use Code 840). Average rates were used to determine the magnitude of trips that would be generated by the project. Based on direction from City staff, the project will receive credit for existing retail uses and the vacant hardware store onsite. The trip generation estimates for the project are presented in Table 6. As shown in Table 6, taking into account the trip credit received from existing uses and previously occupied hardware store onsite, the project is estimated to generate a total of 621 fewer weekday daily trips with a net increase of 68 trips 172 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 25 occurring during the AM peak hour (73 more in and 5 fewer out) and net decrease of 52 trips occurring during the PM peak hour (57 fewer in and 5 fewer out). Because the project will generate fewer PM peak hour trips compared to existing land uses onsite, project conditions during the PM peak hour under background and cumulative scenarios were not analyzed. Trip Distribution The trip distribution pattern for the proposed project was developed based on existing travel patterns and knowledge of the study area. Based on the nature of the land use, the project would attract trips from other cities in the Bay Area. The nearest Mercedes Benz dealerships are located in San Francisco, approximately 15 miles to the north, and in Belmont (Autobahn Motors), approximately 17 miles to the south. The trip distribution pattern is shown on Figure 8. Trip Assignment The net peak hour trips generated by the proposed project were assigned to the roadway system in accordance with the trip distribution patterns discussed above. The project trip assignment at the study intersections is shown graphically on Figure 9 for the weekday AM peak hour. 173 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 17, 2020 Page | 26 Table 6 Project Trip Generation Estimates Land Use Size Rate In Out Total Rate In Out TotalProposedAuto Dealership1840Showroom 88.47 ksfService Center30.31 ksfTotal 118.778 ksf27.84 3,307 1.87 162 60 222 2.43 116 173 289ExistingStrip Mall Retail uses2820(25.38) ksf 37.75 (2,260) -2.29 (34) (24) (58) -8.90 (118) (108) (226)20% Pass-By Reduction 3452 7 5 12 24 22 45Orchard Supply Hardware 4862(68.96) ksf 30.7 (2,120) 1.57 (62) (46) (108) 2.33 (79) (82) (161)(94.34) (3928) (89) (65) (154) (173) (168) (341)(621) 73 (5) 68 (57) 5 (52)ksf = 1,000 square feet Gross Floor Area12(#) denotes negative trip credits34Existing TotalNet Project TripsAverage rates used for Daily Weekday, AM peak hour, and PM peak hour based on ITE Trip Generation, 10th Edition. AM and PM peak hour trips based on actual driveway counts conducted on Wednesday, February 12, 2020. Daily weekday trips are based on the assumptions that 10% of the daily trips occur during the PM peak hour.A 20% pass-by reduction is applied to retail uses based on ITE Trip Generation Handbook, 10th Edition.The OSH building is currently vacant but could be occupied in the future. Average rates used for Daily Weekday, AM peak hour, and PM pek hour based on ITE Trip Generation, 10th Edition for Home Improvement Store (Land Use Clode 862).AMPMLand Use CodeDaily RateDaily Trips Peak Hour Peak Hour 174 X = Trip Distribution = Study Intersection = Site Location LEGEND XX% South San Francisco Daly City San Bruno Pacifica 2 3 8 6 7 1 4 9 5 10 11 Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e A v e S k y l i n e B l v d S k ylin e Blv d Ki n g Dr King Dr G e l l e r t B l v d G e l l e r t B l v d El C am i n o R ea lCallan B lvd Westbor o u g h Bl v d Westborough BlvdArroy o Dr A rro yo D rMarbellaMarbella DrDr West-West- boroughborough SquareSquare DwyDwy Arroy o Dr Marbella Dr West- borough Square DwyJunipe ro Se rra B lvd Avalon Dr Ca m a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 To Pacific a To San Francisco 2 5 % 5 % 5%10%5%5 %5%2%25%To Pacific a To San Jose To San Francisco 2 5 % 5 % 5%10%5%1 0%5%2% 3%25%2211 & 2245 Gellert Boulevard Car Dealership Figure 8 Project Trip Distribution 175 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMar be llaMarbellaDrDr Dwy #1 Dwy #2 Dwy #3 West-West-boroughborough SquareSquare DwyDwy Mar be llaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 Figure 9 Net Project Trip Assignment 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM Peak-Hour TripsXX 9 5 1 67 23 8 4 10 11 Dwy #3 Dwy #2BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough Blvd Dwy #3 Dwy #2 Westborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella -2-1-16-338 3 75141 3 59118-3 12-10 0 3 110053 5 1934 1 11 1 83 0 1 WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p 22111 1 0 1414-1 -8-5-152176 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 29 Background Plus Project Traffic Volumes Background plus Project peak hour traffic volumes were estimated by adding to Background traffic volumes the net project trips generated by the project. Project conditions were evaluated relative to Background conditions in order to determine potential project impacts. The Background plus Project traffic volumes are shown graphically on Figure 10 for the weekday AM and PM peak hours. Background Plus Project Intersection Level of Service Analysis The results of the intersection Level of Service analysis under Background plus Project conditions are summarized in Table 7. Signalized Intersections The analysis shows that the following three signalized study intersections that are currently operating at unacceptable LOS E or worse during the AM peak hour under Background conditions would continue to operate at unacceptable levels of service with the addition of project traffic.  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #11 - El Camino Real & Westborough Boulevard Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the background plus project conditions. Unsignalized Intersections The analysis shows that the unsignalized intersection of Gellert Boulevard and King Drive would operate at acceptable LOS C during the AM peak hour under background and background plus project conditions. However, the intersection would meet the peak-hour signal warrant under Background and Background plus Project conditions. For the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the project would not cause a significant impact during the AM peak hour under Background plus Project conditions. 177 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella 69936618223442112 150 108 29 335 188 272191429050011105 49 7 1 65 106314504757253123 9 52 22 2 112 12421696109657157162 87 118 237 132 283 38268611041142 54 190336120222823266211 296 101 192 648 644 556631359972136140 880 271 139 1605 20 3842541037 1718 162181448419742 1000 188 65 1620 163 45751126522573659378 714 151 301 926 55539828968211010292 503 1271100 14 258288217192 529 400 WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p Figure 10 Background Plus Project Traffic Volumes 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM Peak-Hour Traffic VolumesXX 178 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 31 Table 7 Background Plus Project Intersection Level of Service Analysis Pedestrian, Bicycle and Transit Facilities Under Project Conditions Pedestrian facilities in the study area consist of sidewalks located on both sides of Gellert Boulevard and King Drive in the project vicinity. The all-way stop controlled intersection at Gellert Boulevard and King Drive has pedestrian crosswalks across all four legs. There are sidewalks located along the entire route from the project site to the bus stops on King Drive just west of Gellert Boulevard. Overall, the sidewalks in the project vicinity are adequate to serve the employees and visitors that would walk or bike to the site. Bicycle lanes are present on the majority of Gellert Boulevard, King Drive, and Westborough Boulevard in the vicinity of the project. There are existing bike lane gaps on Gellert Boulevard between King Drive and Rowntree Way, and between the Westborough Square driveway and Westborough Boulevard. Under the South San Francisco Bike Master Plan, a continuous Class II bike lane is proposed on Gellert Boulevard between King Drive and Westborough Boulevard. Upgrading the existing Class III bike route to Class II bike lanes on Gellert Boulevard between King Drive and Rowntree Way would require modification to the pavement striping, which could impact some of the existing on-street parking on Gellert Boulevard. In addition, installing Class II bike lanes on Gellert Boulevard between the Westborough Square driveway and Westborough Boulevard would require right-of-way acquisition for street widening and/or narrowing of the existing median, which could be cost-inhibitive for the project. Peak Delay Delay # Intersection Control Hour (sec) LOS (sec) LOS 1 AWSC AM 23.7 C 24.0 C 0.3 2 Signal AM 13.4 B 13.5 B 0.1 3 Signal AM 14.6 B 14.3 B -0.3 4 Signal AM 27.0 C 26.9 C -0.1 5 Junipero Serra Blvd & Arroyo Dr SSSC AM 9.3 A 9.3 A 0.0 Worst Approach 80.2 F 80.6 F 0.4 6 Signal AM 63.2 E 63.4 E 0.2 7 Signal AM 45.2 D 44.9 D -0.3 8 Signal AM 11.4 B 11.3 B -0.1 9 I-280 NB/Junipero Serra Blvd & Westborough Blvd Signal AM 88.6 F 91.2 F 2.6 10 Signal AM 24.1 C 24.1 C 0.0 11 Signal AM 63.2 E 63.5 E 0.3 Notes: BOLD indicates a substandard level of service Background plus Project Conditions Incr. in Delay Background Conditions Gellert Blvd & King Dr I-280 SB & Westborough Blvd Camaritas Ave/W Orange Ave & El Camino Real & Westborough Blvd Gellert Blvd & Marbella Dr Gellert Blvd & Westborough Sq Junipero Serra Blvd & King Dr Skyline Blvd & Westborough Blvd Gellert Blvd & Westborough Blvd 179 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 32 Transit in the study area is provided by BART and SamTrans. The South San Francisco BART station is located approximately 2.5 miles east of the project site and it is served by SamTrans Bus Route 122. There are two SamTrans bus routes (Routes 28 and 122) that have stops about 800 feet north of the project site. The traffic volumes added to the study area should have a less than significant impact to the existing bus services. Due to the nature of auto dealerships, which are mostly accessed by private vehicles, the project is not likely to generate a significant amount of pedestrian, bicycle, or transit traffic. Site Access and On-Site Circulation This section describes the site access, circulation, and parking for the proposed project. This review is based on the project site plan supplied by the project applicant and dated December 3rd, 2019. The project site plan is shown in Figure 2. The analyses in this section are based on professional judgment in accordance with the standards and methods employed by the traffic engineering community. Site Access Vehicle access to the project site is provided via the existing three site driveway locations on Gellert Boulevard: a shared driveway (Driveway #1) at the Gellert Boulevard/Marbella Drive signalized intersection, and two right-in/right-out driveways (Driveways #2 and #3) north of the main driveway. Driveway #1 forms the east leg of the intersection at Gellert Boulevard and Marbella Drive, and it is currently a shared driveway with the adjacent grocery store just south of the project site. Under project conditions, this driveway would provide full project access to and from Gellert Boulevard and would serve as the primary access for the dealership customers, employees, vehicles entering and exiting for test drives, and occasional auto deliveries via a car carrier. Onsite parking, including parking for customers, employees, and car sales inventories, would be provided adjacent to the show room/service reception and car mechanics building. Driveway #1 would be interconnected with the other two project driveways in order to provide convenient and efficient access to various operations of the car dealership. Under project conditions, it is anticipated that this shared driveway would serve 387 AM peak hour trips (233 inbound/154 outbound), including the existing grocery store traffic. According to the level of service and queuing calculations, this signalized intersection would operate at LOS B with a 95th percentile queue of less than 100 feet on the driveway approach during the AM peak hour under background plus project conditions. This existing shared driveway has two approach lanes (one left turn lane and one shared through/right turn lane) and a throat depth of approximately 120 feet, beyond which vehicle queues exiting the driveway would extend into the grocery store drive aisle. The outbound driveway approach would operate at LOS D or better during AM peak hour under background plus project conditions, and therefore the vehicle queues are anticipated to clear in every signal cycle. Because there are two other project driveways available that have access to Gellert Boulevard, the actual queue lengths and delays at this driveway may be shorter. The 95th percentile queues for the southbound Gellert Boulevard left turn to the inbound driveway approach would be less than 90 feet during the AM peak hour under background plus project conditions, which can be accommodated by the existing left turn storage of 230 feet. Driveways #2 and #3 would be located approximately 500 and 800 feet north of the shared driveway at the Gellert Boulevard/Marbella Drive intersection. Both driveways would provide right-in/right-out project access to Gellert Boulevard and would provide access mostly to delivery and maintenance vehicles. Under project conditions, it is anticipated that Driveway #2 would serve 5 AM peak hour trips. Driveway #3 would serve 4 AM peak hour trips. No on-site queueing issues are anticipated with these 180 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 33 low vehicular volumes. Both driveways would have throat depths of approximately 40 feet or longer, which would be adequate for the queuing storage. Site Circulation The proposed site plan would provide adequate connectivity with multiple two-way drive aisles through various parking areas surrounding the two project buildings. All project driveways would be interconnected to provide convenient and efficient access to various operations of the car dealership. According to the site plan, the widths of the drive aisles within the parking areas appear to allow sufficient room for vehicles to maneuver in and out of the parking spaces. Upon entering the shared driveway opposite to Marbella Drive from Gellert Boulevard, vehicles would turn left into the project site after passing the existing landscaped median. Vehicles would proceed straight along the main north-south drive aisle adjacent to the main dealership building. At the junction with the feeder drive aisle from accessible parking, customer vehicles would turn right and park at the angled parking area labeled as public parking on the site plan or proceed straight to access the service department. After service is performed, it is anticipated that customers would pick up their vehicles from this same location and exit using the shared Driveway #1 via the main north-south drive aisle. The site plan does not show a designated loading area for customers picking up inventory vehicles for test drives. It is anticipated that the vehicles could be brought in by employees to one of the feeder drive aisles near the inventory parking areas adjacent to the public parking area. Customers test driving would then exit and return to the project site via the shared Driveway #1. Employee vehicles would also use the shared Driveway #1 for access and would park at the designated employee parking lot on the north end of the project site near to Driveway #3. Recommendation 1: The applicant should provide plans with appropriate details to consider truck access and emergency vehicle access. Sight Distance Based on the site plan and field observations, adequate sight distance is available at the two right- in/right-out project driveways. The site plan does not show any landscaping features that would interfere with the sight distance at the project driveway. In order to ensure the safety of all employees and customers, no objects should be placed within the sight distance triangle that would obstruct the vision of exiting drivers. Parking Supply The proposed project would provide a total of 588 parking spaces located across the two parcels at 2211 and 2245 Gellert Boulevard. The parking types fall into 4 general categories: public parking, employee parking, inventory parking for vehicles for sale, and long term and daily service inventory. The majority of the public parking would be allocated to the Mercedes-Benz showroom building at 2245 Gellert Boulevard as this is where the greatest public parking need is anticipated. The dealership expects to receive visits from approximately 20 cars a day on average with 3 or 4 cars (at most) visiting the dealership at any one time. Based on this anticipated number, the project would provide a total of 28 public spaces (3 of which are accessible) at the dealership. At the Sprinter/Service building at 2211 Gellert Boulevard, 3 public parking spaces (1 accessible) would be provided. In addition to the public parking, 55 spaces are allocated for employee parking at the far north end of the site. Based on ownership’s current facility in San Francisco, it is anticipated that the actual demand/need will be less than this as many of the employees will take public transportation, rideshare, or ride a bike to work. The remaining 502 spaces on site would be reserved for Inventory parking, with 454 of those provided for inventory parking for vehicles for sale and the remaining 48 spaces reserved for long term and daily service inventory. They are positioned throughout the site and linked by primary and secondary access 181 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 34 aisles that receive greater delineation and definition with landscape integration and directional signage. These inventory parking spaces are sometimes stacked, 2, 3, or 4 times deep given the space constraints and would require the assistance of trained valets to assist in car retrieval. According to the City of South San Francisco Municipal Code (Section 20.330.004), the proposed project should provide parking at the ratio of 1 space per 3,000 square feet of vehicle sales and leasing area and a parking ratio of 2 spaces per service bay of the auto repair area. The project would have a total of 62 service bays at 2211 Gellert Boulevard (16 service bays) and 2245 Gellert Boulevard (46 service bays). The applicant should work with the City to ensure that the parking code is met. Because the employee parking area shows tandem parking, spaces would not be readily accessible by employees without parking attendants. Recommendation 2: It is recommended that the employee parking area be redesigned to eliminate tandem parking. Bicycle Parking Short-Term The project falls under the category of sales and service in the Commercial Lane Use Classification and is therefore exempt from providing on-site short-term bicycle parking spaces. Long-Term Providing secure bicycle parking encourages bicycle commuting and increases the parking supply available to employees. The project applicant should provide bicycle parking in a locked, controlled access area. According to City Municipal Code (section 20.330.008), the project would be required to provide long term bicycle parking at a ratio of 1 space for each 25 required parking spaces for any establishment with 25 or more employees. The site plan shows 86 public and employee parking spaces; therefore, the project should provide onsite bicycle parking facilities to accommodate 3 long term bicycle parking spaces consistent with the City’s requirements. The site plan shows that the project will provide 4 long term bicycle parking spaces and therefore satisfies the code. 182 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 35 5. Cumulative (Year 2040) Conditions This chapter presents a summary of the traffic conditions that would occur under Cumulative conditions. Cumulative conditions represent traffic conditions that would occur in Year 2040. It is assumed in this analysis that the transportation network under Cumulative conditions would be the same as described under Background conditions. Cumulative and Cumulative Plus Project Traffic Volumes Cumulative traffic volumes were developed by applying a growth factor of 1.5 (2% per year consistent with the growth rate that was assumed in the ECR/Chestnut Avenue Area Plan EIR, over a 20-year period) to existing (Year 2020) volumes. Traffic from approved projects was added to these volumes to reflect Cumulative base volumes. Project-generated traffic was added to Cumulative traffic volumes to estimate Cumulative plus Project conditions. Cumulative plus Project conditions were evaluated relative to Cumulative conditions in order to determine potential project impacts. The Cumulative traffic volumes are shown graphically on Figure 11 for weekday AM peak hour and the Cumulative plus Project traffic volumes are shown graphically on Figure 12. 183 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella 1031379827134163152 224 161 43 499 273 383611810374516103 69 10 1 94 158306757079379183 13 77 33 3 167 185322143162971218241 130 176 353 197 422 569101911544212 80 2835001723301226396308 436 148 286 956 959 8295466841106197209 1303 251 192 2385 30 5643261437 2522 2432721512527863 1433 280 97 2386 243 654753388323109084551 1038 215 443 1372 813532152137 21 384424323269748 5804311061156 1871 745 149 WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p Figure 11 Cumulative Traffic Volumes 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM Peak-Hour Traffic VolumesXX 184 South San Francisco Daly City San Bruno Pacifica Cam a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g D r King Dr Ge l l e r t Bl v d G e l l e r t B l vd El C am i n o R e a l C a l l a n B l v d Westborough Blvd Westborough BlvdJuniper o Se rra B lvd Avalon DrMarbellaMarbellaDrDr Dwy #1 West-West-boroughborough SquareSquare DwyDwy MarbellaDr West-borough Square Dwy 2 3 8 6 7 1 4 9 5 10 11 Cam a r i t a s A v e Or a n g e A v e S k y l i n e B l v d 280 9 5 1 67 23 8 4 10 11BlvdGellertBlvdSkyline BlvdSerraDrKing Dr Blvd Westborough RealEl CaminoBlvdGellertBlvdGellertBlvdGellertDrKing Blvd Westborough BlvdWestborough BlvdWestborough Blvd Westborough BlvdWestborough Driveway JuniperoBlvdSerraJuniperoAveOrangeAveCamaritasBlvdJunipero Serra#1 Marbella 1011369527134463160 224 161 43 499 276 383459311774516104 72 10 1 94 158365757079479183 13 77 33 3 167 185322143162972226241 130 176 350 197 422 569101911545212 80 2835001743301226396308 436 148 286 959 959 8296466842106197209 1303 304 197 2385 30 5643451471 2523 2432721512527863 1444 280 97 2387 243 662753388323109084551 1041 215 443 1372 814554152137 21 384424323269759 5804311016157 1872 745 149 WestboroughSquareDwy Arroyo Dr I-280SB Off-RampI-280NB O n - Ram p Figure 12 Cumulative Plus Project Traffic Volumes 2211 & 2245 Gellert Boulevard Car Dealership X = Study Intersection = Site Location LEGEND = AM Peak-Hour Traffic VolumesXX 185 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 38 Cumulative Conditions Intersections Level of Service Analysis The intersection Level of Service under Cumulative and Cumulative Plus Project conditions are summarized in Table 8. Signalized Intersections The analysis shows that the following five signalized study intersections would operate at unacceptable levels of service during the AM peak hour under Cumulative and Cumulative plus Project conditions.  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #7 – Gellert Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #10 – Camaritas Avenue/W Orange Avenue & Westborough Boulevard/Chestnut Avenue  Int #11 - El Camino Real & Westborough Boulevard Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the cumulative plus project conditions. Table 8 Cumulative Plus Project Intersection Levels of Service Analysis Unsignalized Intersections The analysis shows that the unsignalized intersection of Gellert Boulevard and King Drive would operate at unacceptable LOS F during the AM peak hour under Cumulative conditions, but the addition of project traffic would not cause a significant impact under Cumulative plus Project conditions. Peak Count LOS Delay Delay # Intersection Control Hour Date Criteria (sec) LOS (sec) LOS 1 AWSC AM 02/12/20 D 110.9 F 112.1 F 1.2 2 Signal AM 02/12/20 D 13.6 B 13.8 B 0.2 3 Signal AM 02/12/20 D 18.1 B 17.9 B -0.2 4 Signal AM 02/12/20 D 50.8 D 50.5 D -0.3 5 Junipero Serra Blvd & Arroyo Dr SSSC AM 02/12/20 D 106.2 F 106.3 F 0.1 Worst Approach >120 F >120 F 0.5 6 Signal AM 02/12/20 D 180.1 F 180.4 F 0.3 7 Signal AM 02/12/20 D 141.1 F 140.5 F -0.6 8 Signal AM 02/12/20 D 39.6 D 39.3 D -0.3 9 Signal AM 02/12/20 D 226.2 F 228.9 F 2.7 10 Signal AM 02/12/20 D 72.8 E 72.9 E 0.1 11 Signal AM 02/12/20 D 150.9 F 152.1 F 1.2 Notes: BOLD indicates a substandard level of service 1. The intersection level of service is calculated using the HCM 2000 module with the Synchro software. 2. Year 2040 conditions intersection level of service results are based on 2% annual growth rate applied to the existing 2020 volumes. 3. AWSC - All Way Stop Control, SSSC - Side Street Stop Control I-280 NB/Junipero Serra Blvd & El Camino Real & Westborough Blvd Camaritas Ave/W Orange Ave & I-280 SB & Westborough Blvd Cumulative Conditions Cumulative plus Project Conditions Gellert Blvd & King Dr Gellert Blvd & Marbella Dr Gellert Blvd & Westborough Sq Junipero Serra Blvd & King Dr Skyline Blvd & Westborough Blvd Gellert Blvd & Westborough Blvd 186 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 39 For the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the project would not cause a significant impact during the AM and PM peak hours under Cumulative plus Project conditions. 187 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 40 6. Conclusions The potential impacts of the project were evaluated in accordance with the standards set forth by the City of South San Francisco. The traffic study includes an analysis of weekday AM and PM peak hour traffic conditions. The traffic analysis is based on peak hour levels of service for nine signalized intersections and two unsignalized intersections. The site access and circulation analyses were based on professional judgment in accordance with the standards and methods employed by the traffic engineering community. Project Trip Generation Estimates Trip generation for the proposed auto dealership was based on published trip rates presented in the Institute of Transportation Engineers’ (ITE), Trip Generation Manual, 10th Edition, for Auto Dealership (Land Use Code 840). Average rates were used to determine the magnitude of trips that would be generated by the project. Taking into account the trip credit received from existing uses and previously occupied hardware store onsite, the project is estimated to generate a total of 621 fewer weekday daily trips with a net increase of 68 trips occurring during the AM peak hour and a net decrease of 52 trips occurring during the PM peak hour. Because the project will generate fewer PM peak hour trips compared to existing land uses onsite, project conditions during the PM peak hour under background and cumulative scenarios were not analyzed. Intersection Level of Service Analysis Signalized Intersections Under Existing conditions, the analysis shows that the following intersections currently operate at unacceptable levels of service and would continue to operate at unacceptable levels under Background and Background plus Project conditions.  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #11 - El Camino Real & Westborough Boulevard 188 2211&2245 Gellert Boulevard Automobile Dealership - Transportation Impact Analysis June 18, 2020 Page | 41 Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the background plus project conditions. Under Cumulative conditions, the analysis shows that the following six signalized study intersections would operate at unacceptable levels of service during at least one of the analysis periods under Cumulative and Cumulative plus Project conditions.  Int #6 - Skyline Boulevard & Westborough Boulevard  Int #7 – Gellert Boulevard & Westborough Boulevard  Int #9 - I-280 NB Ramp/Junipero Serra Boulevard & Westborough Boulevard  Int #10 – Camaritas Avenue/W Orange Avenue & Westborough Boulevard/Chestnut Avenue  Int #11 - El Camino Real & Westborough Boulevard Based on the significance criteria, the project would not cause any significant impacts at any of the study intersections under the cumulative plus project conditions. Unsignalized Intersections The analysis shows that the unsignalized intersection of Gellert Boulevard and King Drive currently operates at acceptable LOS C during the AM peak hour and unacceptable LOS E during the PM peak hour under Existing conditions. The intersection would continue to operate at acceptable level of service under Background and Background plus Project conditions. Under Cumulative and Cumulative plus Project conditions, the intersection would operate at unacceptable LOS F during the AM peak hour under Cumulative conditions, but the addition of project traffic would not cause a significant impact under Cumulative plus Project conditions. This intersection was evaluated for the CA MUTCD peak- hour signal Warrant 3, and the analysis showed that this intersection meets the signal warrant under all study scenarios. For the unsignalized intersection of Junipero Serra Boulevard and Arroyo Drive, the analysis shows that the intersection currently operates at acceptable LOS A during both the AM and PM peak hours based on the average delay. However, the analysis shows that the stop-controlled approach on Arroyo Drive currently operates at unacceptable LOS F during both the peak hours as vehicles on Arroyo Drive have to find gaps in the uncontrolled traffic flow on Junipero Serra Boulevard. Under Background and Background plus Project conditions, the intersection would continue to operate at acceptable LOS A during the AM peak hour based on the average delay. The stop-controlled approach on Arroyo Drive would continue to operate at unacceptable LOS F during the AM peak hour under Background and Background plus Project conditions. Under Cumulative and Cumulative plus Project conditions, the analysis shows that the project would operate at LOS F during the AM peak hour but it would not cause a significant impact under Cumulative plus Project conditions. Recommendations Based on a review of the pedestrian, bicycle and transit facilities in the study area and the project site plan, the following recommendations are made. Recommendation 1: The applicant should provide plans with appropriate details to consider truck access and emergency vehicle access. Recommendation 2: It is recommended that the employee parking area be redesigned to eliminate tandem parking. 189 2211 & 2245 Gellert Boulevard Technical Appendices 190 Appendix A Intersection Traffic Counts 191 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 4 2 2 3 2 3 1 17 10 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.4%0.90 TOTAL 2.2%0.94 TH RT WB 7.0%0.85 NB 2.4%0.80 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 0.0%0.65 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 10 1 4 0 1 9 89 0 154 0 7:15 AM 0 4 0 10 9 0 0 20 2 07:00 AM 0 0 1 10 0 14 0 8 129 1 200 0 7:45 AM 0 5 0 11 10 0 2 23 2 2 195 0 7:30 AM 0 3 0 12 0 8 0 27 1 1 12 123 1 213 762 8:00 AM 0 0 0 11 0 16 0 37 2 0 10 120 20120932 0 19 0 11 1 4 19 132 3 247 855 8:15 AM 0 1 1 24 14 1 2 44 3 2 19 117 3 253 952 8:45 AM 0 1 1 6 12 0 9 51 5 0 239 899 8:30 AM 0 1 0 14 0 22 0 43 2 3 16 111 3 168 907332377900270711 Count Total 0 15 3 98 0 128 1 100 900 13 1,669 0 Peak Hour All 0 7 1 76 6 21 278 19 11 0 1 7 0 21 0000050 11 952 0 HV 0 0 0 0 0 8 17 175 12 5 64 480600690465 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%2%1%0%2%12%-0%0%0%3%HV%-0%0%0%- 0 0 7:15 AM 0 0 2 1 3 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 1 1 2 0 EB WB NB SB Total East 7:45 AM 0 1 0 3 4 0 0 1 1 0 0 2 7:30 AM 0 1 2 1 4 0 0 0 0 0 0 0 2 0 2 0 8:15 AM 0 1 1 0 2 0 0 0 0 0 0 1 0 1 1 0 8:00 AM 0 5 2 2 9 0 0 0 0 0 0 0 8:45 AM 0 1 0 1 2 0 0 1 2 0 0 0 8:30 AM 0 1 2 3 6 0 0 0 0 0 0 0 2 0 1 0 0000000 3 2 Peak Hour 0 8 5 8 21 0 0 0 0 0 0 3 9Count Total 0 10 10 12 32 0 0000253 0 0 0 0000000 0 0 3 05 2N Gellert Blvd Marbella Dr Driveway Gellert BlvdMarbella Dr Gellert Blvd952TEV: 0.94PHF:1148064560233546 0 69 115 770 1217517209614560 1 7 68 28 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 192 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 1 0 2 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 3 0 7:30 AM 0 0 0 0 0 1 0 2 0 0 0 1 0000000 0 1 0 0 0 0 1 0 0 4 0 7:45 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 9 20 8:15 AM 0 0 0 0 0 0 0 2 0 0 4 13 8:00 AM 0 0 0 0 0 5 0 0 0 0 0 3 0 2 19 8:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0010000 0 1 0 0 0 0 1 2 0 6 21 8:45 AM 0 0 0 0 0 0 0 2 0 0 2 19000010 2 10 0 32 0 Peak Hour 0 0 0 0 0 0 0 10 0 0Count Total 0 0 0 0 0 10 0 0 07:00 AM RT 21 0 Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 5 0 0 1 7 0080000 RTTHLT RTTHLTRT 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 193 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 3 3 2 0 1 1 15 4 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.5%0.92 TOTAL 0.9%0.92 TH RT WB 1.6%0.93 NB 0.8%0.84 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0%0.83 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 25 2 25 3 4 14 50 2 243 0 4:15 PM 0 6 2 2 25 1 9 79 5 24:00 PM 0 1 0 9 0 45 1 17 84 4 286 0 4:45 PM 0 1 1 3 21 5 6 102 8 7 264 0 4:30 PM 0 1 0 0 0 31 0 88 6 8 26 63 4 290 1,083 5:00 PM 0 1 0 3 0 34 0 104 6 8 23 67 103702937 0 33 1 35 4 4 28 65 1 254 1,094 5:15 PM 0 0 1 3 24 1 9 82 1 5 17 85 2 299 1,140 5:45 PM 0 1 0 5 23 3 8 97 9 5 297 1,127 5:30 PM 0 2 0 4 0 42 2 120 5 5 19 67 0 316 1,1661264622712024139510 Count Total 0 13 4 29 0 271 7 166 552 16 2,249 0 Peak Hour All 0 4 1 221 25 57 798 44 46 0 2 0 0 10 0020040 5 1,166 0 HV 0 0 0 0 0 2 31 425 19 21 86 288150133412113 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%2%0%0%1%2%0%2%0%0%1%HV%-0%0%0%- 0 0 4:15 PM 0 1 1 2 4 0 0 0 0 1 1 1 1 West North South 4:00 PM 0 1 1 0 2 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 1 1 0 1 1 4:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 1 1 0 5:15 PM 0 0 0 1 1 0 0 0 0 0 0 1 0 0 0 2 5:00 PM 0 2 1 1 4 0 0 0 0 0 0 1 5:45 PM 0 2 1 0 3 0 0 0 1 0 0 0 5:30 PM 0 0 2 0 2 0 0 0 0 0 0 0 0 0 1 0 0000000 2 4 Peak Hour 0 4 4 2 10 0 0 0 0 1 1 4 5Count Total 0 6 7 4 17 0 0000121 0 0 0 0000000 0 0 1 02 1N Gellert Blvd Marbella Dr Driveway Gellert BlvdMarbella Dr Gellert Blvd1,166TEV: 0.92PHF:52888640057121121 4 133 258 1060 19425314884491315 1 4 20 40 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 194 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 2 0 4:15 PM 0 0 0 0 1 0 0 0 1 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 4 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 1 1 0010000 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 0 4 9 5:15 PM 0 0 0 0 2 0 0 1 0 0 0 7 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 6 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 0 2 0 0 0 0 0 0 0 2 7 5:45 PM 0 0 0 0 0 0 0 2 0 0 3 10100000 3 1 0 17 0 Peak Hour 0 0 0 0 3 0 0 6 1 0Count Total 0 0 0 0 0 3 0 1 04:00 PM RT 10 0 Interval Start Marbella Dr Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 4 0 0 2 0 0020200 RTTHLT RTTHLTRT 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 1Count Total 0 THLT 0000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 01000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 195 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 5 2 0 0 1 3 16 3 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.4%0.98 TOTAL 2.4%0.94 TH RT WB 2.7%0.87 NB 2.5%0.87 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.5%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 24 2 9 1 18 5 99 8 197 0 7:15 AM 0 3 0 21 7 1 15 21 6 07:00 AM 0 3 0 15 0 17 0 16 116 14 267 0 7:45 AM 0 4 0 28 10 3 14 26 7 0 274 0 7:30 AM 0 5 1 26 0 27 2 36 15 0 12 127 6 295 1,033 8:00 AM 0 5 0 27 0 28 4 43 10 0 12 136 4022410022 0 37 0 16 3 31 8 136 13 319 1,155 8:15 AM 0 4 0 29 12 3 22 46 14 1 14 114 26 345 1,295 8:45 AM 0 8 3 29 14 0 25 63 15 0 336 1,217 8:30 AM 0 9 2 26 0 36 1 50 11 0 12 133 10 274 1,27431210128018032312124 Count Total 0 41 6 201 0 223 16 91 941 99 2,307 0 Peak Hour All 0 22 2 90 12 171 316 99 1 0 0 15 0 31 0001224 53 1,295 0 HV 0 2 0 0 0 5 100 202 50 1 46 51911001239526 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 8%0%0%3%0%2%4%0%0%17%2%1%HV%-9%0%0%- 0 1 7:15 AM 0 0 2 1 3 0 0 0 0 0 0 1 0 West North South 7:00 AM 0 0 2 0 2 0 EB WB NB SB Total East 7:45 AM 0 1 2 4 7 0 0 1 2 2 0 0 7:30 AM 1 0 3 1 5 0 0 0 0 0 0 0 2 1 0 0 8:15 AM 0 0 1 1 2 0 0 0 0 0 0 0 0 1 1 0 8:00 AM 1 2 3 7 13 0 0 0 0 0 0 0 8:45 AM 0 2 2 2 6 0 0 0 1 0 0 0 8:30 AM 1 2 3 3 9 0 0 0 0 0 0 0 0 0 2 1 0000000 5 1 Peak Hour 2 5 9 15 31 0 0 0 0 0 0 2 8Count Total 3 7 18 19 47 0 0000021 0 0 0 0000000 0 0 1 02 0N Gellert Blvd Westborough Sq Driveway Westborough Sq Driveway Gellert BlvdDriveway Gellert Blvd1,295TEV: 0.94PHF:5351946619277152 9 123 184 980 502021003587586110 2 22 134 162 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 196 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 0 2 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 3 0 7:30 AM 0 0 0 1 0 0 0 2 0 0 0 0 1000000 0 1 0 0 0 1 0 1 0 5 0 7:45 AM 0 0 0 0 0 0 0 3 0 0 0 7 0 13 28 8:15 AM 0 0 0 0 0 0 1 1 1 0 7 17 8:00 AM 0 1 0 0 0 2 0 0 1 0 0 4 0 2 27 8:30 AM 0 1 0 0 0 2 0 0 0 0 0 1 0000010 0 2 0 0 0 0 0 3 0 9 31 8:45 AM 0 0 0 0 0 0 0 1 2 0 6 30200020 0 18 1 47 0 Peak Hour 0 2 0 0 0 1 2 11 4 0Count Total 0 2 0 1 0 7 0 0 07:00 AM RT 31 0 Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 2 4 0 0 15 0050012 RTTHLT RTTHLTRT 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 197 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 8 2 2 7 2 6 11 40 26 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.2%0.85 TOTAL 0.6%0.94 TH RT WB 0.5%0.90 NB 1.1%0.90 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0%0.81 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 66 3 37 1 17 10 83 5 356 0 4:15 PM 0 4 3 21 28 5 15 85 21 04:00 PM 0 5 1 22 0 70 6 19 91 3 377 0 4:45 PM 0 8 2 17 37 4 16 102 19 1 348 0 4:30 PM 0 8 1 24 0 50 2 75 22 0 18 76 5 391 1,472 5:00 PM 0 10 1 22 0 67 3 102 20 0 17 91 7070137514 0 74 3 36 6 23 16 86 0 368 1,484 5:15 PM 0 7 0 23 29 6 10 86 32 0 18 104 6 435 1,608 5:45 PM 0 9 1 23 32 5 17 110 34 1 414 1,550 5:30 PM 0 15 2 26 0 62 3 117 19 2 12 83 9 412 1,62912631017776067132715 Count Total 0 66 11 178 0 526 22 127 691 41 3,101 0 Peak Hour All 0 41 4 268 39 127 803 198 4 0 0 1 0 10 0001042 21 1,629 0 HV 0 0 0 0 0 2 65 439 116 3 63 3509402701012924 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%0%0%0%1%1%0%0%4%0%1%HV%-0%0%0%- 1 0 4:15 PM 0 0 0 2 2 0 0 0 0 0 0 0 1 West North South 4:00 PM 2 0 1 0 3 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 0 2 0 1 4:30 PM 0 1 2 1 4 0 0 0 0 0 0 0 1 6 5 0 5:15 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 1 1 0 5:00 PM 0 0 3 0 3 0 0 0 0 0 0 0 5:45 PM 0 0 1 1 2 0 0 0 2 4 0 0 5:30 PM 0 0 3 0 3 0 0 0 0 0 0 0 1 1 2 7 0000002 27 1 Peak Hour 0 2 7 1 10 0 0 0 0 0 0 4 8Count Total 2 3 10 4 19 0 00004517 0 0 0 0000000 0 0 17 05 4N Gellert Blvd Westborough Sq Driveway Westborough Sq Driveway Gellert BlvdDriveway Gellert Blvd1,629TEV: 0.94PHF:21350634376123129 10 270 409 1830 116439656447382494 4 41 139 96 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 198 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 3 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 TH RT 4:00 PM 0 0 0 2 0 0 0 UT LT TH RT UT LT 2 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 0000000 0 0 0 0 0 0 0 1 0 4 0 4:45 PM 0 0 0 0 1 0 0 1 1 0 0 0 0 3 9 5:15 PM 0 0 0 0 0 0 0 1 2 0 0 9 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 9 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0020000 0 0 0 0 0 0 0 0 0 3 8 5:45 PM 0 0 0 0 0 1 0 2 0 0 2 10100010 0 4 0 19 0 Peak Hour 0 0 0 0 1 1 0 6 3 0Count Total 0 0 0 2 0 2 0 0 04:00 PM RT 10 0 Interval Start Driveway Westborough Sq Driveway Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 4 2 0 0 1 0020010 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 199 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 5 7 5 9 9 3 6 47 30 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.3%0.91 TOTAL 1.3%0.95 TH RT WB 1.5%0.77 NB 1.6%0.97 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.7%0.92 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 23 13 84 33 0 2 107 6 10 616 0 7:15 AM 1 36 383 0 20 0 4 9 59 17:00 AM 0 21 283 0 20 7 69 138 19 22 944 0 7:45 AM 3 33 423 4 24 0 11 10 86 3 816 0 7:30 AM 1 27 439 4 16 19 125 14 55 2 137 11 22 1,041 3,417 8:00 AM 5 30 367 5 8 27 268 14 82 1 141 17 28101821340014 10 21 169 46 0 14 137 14 36 1,050 3,851 8:15 AM 1 29 363 7 40 0 16 19 76 2 139 11 18 901 3,954 8:45 AM 1 36 300 3 45 0 4 25 90 0 962 3,997 8:30 AM 5 45 318 5 10 23 163 21 69 0 145 21 46 800 3,713764011212328221563917 Count Total 17 257 2,876 28 105 150 1,247 1,056 111 214 7,130 0 Peak Hour All 10 119 1,592 287 1 72 119 581 9 0 14 0 4 53 0670025 132 3,997 0 HV 0 0 12 0 0 3 55 64 313 6 561 712044857751500 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%2%0%3%1%4%1%5%-0%3%HV%0%0%1%0%0% 1 0 7:15 AM 3 4 3 0 10 0 0 0 0 0 0 0 2 West North South 7:00 AM 0 5 0 0 5 0 EB WB NB SB Total East 7:45 AM 4 4 2 4 14 0 0 0 5 1 1 2 7:30 AM 2 5 2 2 11 0 0 0 0 0 0 0 3 0 4 2 8:15 AM 3 1 2 3 9 0 0 0 0 0 0 0 3 2 2 1 8:00 AM 3 6 1 9 19 0 0 1 0 0 1 0 8:45 AM 4 7 1 4 16 0 0 0 2 1 0 1 8:30 AM 3 8 1 5 17 0 0 0 0 0 0 0 5 3 3 1 2000000 13 9 Peak Hour 12 16 7 18 53 0 1 1 0 0 1 0 25Count Total 22 40 12 27 101 0 500101510 0 0 0 0000000 1 0 10 515 0N Gellert Blvd Westborough Blvd Westborough Blvd Gellert BlvdWestborough Blvd Gellert Blvd3,997TEV: 0.95PHF:132715617703396150 775 85 1,054 2,51044 3136455432176020 1,592 119 1,741 972 10 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 200 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 5 0 7:15 AM 0 1 2 0 2 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 1 2 UT LT TH RT UT LT 10 0 7:30 AM 0 0 2 0 0 2 0 0 3 0 0 0 0021100 0 0 2 2 0 0 2 0 0 11 0 7:45 AM 0 0 4 0 3 0 0 1 1 0 5 0 4 19 54 8:15 AM 0 0 3 0 2 0 0 0 1 0 14 40 8:00 AM 0 0 3 0 0 1 3 1 1 0 4 0 0 9 53 8:30 AM 0 1 2 0 0 1 5 0 2 0 3 0 0001000 0 0 5 2 0 0 4 0 1 17 59 8:45 AM 0 0 4 0 2 0 0 0 1 0 16 61010301 21 0 6 101 0 Peak Hour 0 0 12 0 14 0 0 2 10 0Count Total 0 2 20 0 0 7 19 0 07:00 AM RT 53 0 Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 2 5 0 14 0 4036700 RTTHLT RTTHLTRT 1 8:00 AM 1000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 1 0 0 1 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 1000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 1 0 000 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 201 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 17 3 10 10 9 7 6 63 32 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.5%0.96 TOTAL 0.5%0.96 TH RT WB 0.4%0.97 NB 0.8%0.88 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.4%0.92 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 12 31 306 65 0 9 106 30 43 830 0 4:15 PM 1 46 165 9 81 0 6 11 32 14:00 PM 2 37 166 4 9 23 279 125 18 36 927 0 4:45 PM 1 36 172 4 85 0 12 13 40 1 845 0 4:30 PM 5 44 209 8 8 28 295 10 33 4 95 17 42 898 3,500 5:00 PM 1 41 182 5 13 38 350 18 33 1 114 24 487403068608 8 37 353 108 0 9 113 22 50 967 3,637 5:15 PM 0 42 176 12 85 0 11 10 44 2 111 17 50 1,036 3,885 5:45 PM 4 44 192 3 97 0 13 26 35 4 984 3,776 5:30 PM 0 50 205 8 5 46 369 13 33 0 115 24 54 1,008 3,99521350111204864335311909 Count Total 14 340 1,467 53 68 286 2,611 890 172 371 7,495 0 Peak Hour All 5 177 755 726 0 77 122 285 13 0 3 0 1 19 0060002 202 3,995 0 HV 0 1 3 0 0 3 42 70 147 6 450 8328321641,425 409 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%0%1%0%0%0%2%0%1%-0%0%HV%0%1%0%0%0% 1 0 4:15 PM 2 3 1 2 8 0 0 0 0 0 0 0 0 West North South 4:00 PM 1 4 1 2 8 0 EB WB NB SB Total East 4:45 PM 3 4 0 0 7 0 0 0 1 0 2 3 4:30 PM 0 3 2 1 6 0 0 0 0 0 0 0 8 6 6 0 5:15 PM 0 1 1 2 4 0 0 0 0 0 0 0 4 5 3 2 5:00 PM 1 3 0 0 4 0 0 0 0 0 0 0 5:45 PM 1 2 0 1 4 0 0 2 2 1 2 1 5:30 PM 2 3 1 1 7 0 0 0 0 0 0 0 3 5 2 3 1010010 25 11 Peak Hour 4 9 2 4 19 0 1 1 0 0 1 2 25Count Total 10 23 6 9 48 0 400121115 0 0 0 0000000 1 0 15 411 2N Gellert Blvd Westborough Blvd Westborough Blvd Gellert BlvdWestborough Blvd Gellert Blvd3,995TEV: 0.96PHF:202834507416626409 1,425 164 2,030 1,38432 1477042259275028 755 177 965 1,674 5 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 202 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 1 0 1 8 0 4:15 PM 0 0 2 0 1 0 0 0 1 0 TH RT 4:00 PM 0 0 1 0 0 1 2 UT LT TH RT UT LT 8 0 4:30 PM 0 0 0 0 0 1 1 0 1 1 0 0 1021000 0 2 2 0 0 0 1 0 0 6 0 4:45 PM 0 0 3 0 1 0 0 1 1 0 0 0 0 4 25 5:15 PM 0 0 0 0 2 0 0 0 0 0 7 29 5:00 PM 0 1 0 0 0 1 0 0 0 0 0 0 0 4 21 5:30 PM 0 0 2 0 0 1 0 0 1 0 1 0 1000100 0 1 0 1 0 0 1 0 0 7 22 5:45 PM 0 0 1 0 2 0 0 0 1 0 4 19000100 5 0 3 48 0 Peak Hour 0 1 3 0 8 0 0 1 5 1Count Total 0 1 9 0 0 9 6 0 04:00 PM RT 19 0 Interval Start Westborough Blvd Westborough Blvd Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 0 2 0 3 0 1030600 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 110000000 Peak Hour 0 0Count Total 0 THLT 1000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 1 0 000 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 203 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 0 0 0 0 0 1 2 0 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.0%0.74 TOTAL 1.3%0.94 TH RT WB 1.8%0.77 NB -- Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 1.2%0.84 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min TotalUTLTTHRT 0 0 131 0 0 0 47 0 39 638 0 7:15 AM 0 0 321 260 0 0 0 0 0 07:00 AM 0 0 235 232 0 0 85 53 0 31 958 0 7:45 AM 0 0 425 225 0 0 0 0 0 0 791 0 7:30 AM 0 0 422 272 0 0 180 0 0 0 55 0 24 1,028 3,415 8:00 AM 0 0 370 136 0 0 308 0 0 0 78 0 5300247000 0 0 215 0 0 0 104 0 70 988 3,765 8:15 AM 0 0 349 123 0 0 0 0 0 0 93 0 62 812 3,713 8:45 AM 0 0 292 69 0 0 0 0 0 0 885 3,859 8:30 AM 0 0 350 101 0 0 206 0 0 0 133 0 65 745 3,43000012107200191000 Count Total 0 0 2,764 1,418 0 0 1,563 684 0 416 6,845 0 Peak Hour All 0 0 1,566 0 0 0 0 0 0 0 4 0 2 51 01700000 219 3,859 0 HV 0 0 23 5 0 0 0 0 0 0 368 07560095000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --1%-1%1%-2%----HV%--1%1%- 1 0 7:15 AM 5 4 0 4 13 0 0 0 0 0 0 0 0 West North South 7:00 AM 1 5 0 0 6 0 EB WB NB SB Total East 7:45 AM 8 7 0 1 16 0 1 0 0 0 0 0 7:30 AM 6 5 0 1 12 0 1 0 0 0 0 0 0 0 0 0 8:15 AM 6 1 0 1 8 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 8 4 0 3 15 0 0 0 0 0 0 0 8:45 AM 6 6 0 1 13 0 0 0 0 0 0 0 8:30 AM 7 8 0 4 19 0 0 0 0 0 0 0 0 0 0 1 0000000 2 0 Peak Hour 28 17 0 6 51 0 1 1 0 0 1 0 0Count Total 47 40 0 15 102 0 0001000 0 0 0 0000000 1 0 0 00 0N I-280 SB On Ramp Westborough Blvd Westborough Blvd I-280 SB On RampWestborough BlvdI-280 SB Off Ramp3,859TEV: 0.94PHF:2190368587000 950 0 950 1,9340 00007560756 1,566 0 2,322 1,169 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 204 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min Total Rolling One HourEastboundWestbound 0 0 0 6 0 7:15 AM 0 0 4 1 0 0 0 0 0 0 TH RT 7:00 AM 0 0 1 0 0 0 5 UT LT TH RT UT LT 13 0 7:30 AM 0 0 3 3 0 0 5 0 0 0 3 0 1004000 0 0 7 0 0 0 1 0 0 12 0 7:45 AM 0 0 8 0 0 0 0 0 0 0 1 0 2 15 56 8:15 AM 0 0 5 1 0 0 0 0 0 0 16 47 8:00 AM 0 0 7 1 0 0 4 0 0 0 1 0 0 8 51 8:30 AM 0 0 2 5 0 0 8 0 0 0 1 0 0001000 0 0 6 0 0 0 4 0 0 19 58 8:45 AM 0 0 4 2 0 0 0 0 0 0 13 55000001 11 0 4 102 0 Peak Hour 0 0 23 5 0 0 0 0 0 0Count Total 0 0 34 13 0 0 40 0 07:00 AM RT 51 0 Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min Total Rolling One Hour 0 0 0 4 0 20017000 RTTHLT RTTHLTRT 1 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 1 0 0 0 0 0 0 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 1000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 1 0 000 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 205 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 0 0 0 0 0 1 2 1 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.5%0.95 TOTAL 0.4%0.98 TH RT WB 0.3%0.93 NB -- Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.6%0.97 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min TotalUTLTTHRT 0 0 361 0 0 0 123 0 110 843 0 4:15 PM 0 0 173 98 0 0 0 0 0 04:00 PM 0 0 184 83 0 0 343 132 0 0 829 0 4:45 PM 0 0 214 117 0 0 0 0 0 0 793 0 4:30 PM 0 0 216 135 0 0 346 0 0 0 134 0 27 966 3,431 5:00 PM 0 0 192 138 0 0 371 0 0 0 137 0 12100377000 0 0 428 0 0 0 181 0 168 1,050 3,638 5:15 PM 0 0 230 113 0 0 0 0 0 0 157 0 163 1,070 4,161 5:45 PM 0 0 229 121 0 0 0 0 0 0 1,075 3,920 5:30 PM 0 0 214 139 0 0 397 0 0 0 150 0 154 1,090 4,285000154019400392000 Count Total 0 0 1,652 944 0 0 3,015 1,168 0 937 7,716 0 Peak Hour All 0 0 865 0 0 0 0 0 0 0 1 0 5 19 0500000 679 4,285 0 HV 0 0 4 4 0 0 0 0 0 0 642 0511001,588 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%-1%0%-0%----HV%--0%1%- 1 0 4:15 PM 3 2 0 1 6 0 0 0 0 0 0 0 0 West North South 4:00 PM 3 4 0 0 7 0 EB WB NB SB Total East 4:45 PM 6 2 0 2 10 0 0 0 0 0 0 0 4:30 PM 4 2 0 2 8 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 2 1 0 2 5 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 1 2 0 1 4 0 1 0 0 0 1 0 5:45 PM 2 1 0 2 5 0 0 0 0 0 0 0 5:30 PM 3 1 0 1 5 0 0 0 0 0 0 0 0 0 0 1 0010010 2 0 Peak Hour 8 5 0 6 19 0 1 1 0 0 2 0 0Count Total 24 15 0 11 50 1 0001001 0 0 0 0000000 1 0 1 00 0N I-280 SB On Ramp Westborough Blvd Westborough Blvd I-280 SB On RampWestborough BlvdI-280 SB Off Ramp4,285TEV: 0.98PHF:67906421,321000 1,588 0 1,588 1,5070 00005110511 865 0 1,376 2,267 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 206 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min Total Rolling One HourEastboundWestbound 0 0 0 7 0 4:15 PM 0 0 1 2 0 0 0 0 0 0 TH RT 4:00 PM 0 0 1 2 0 0 4 UT LT TH RT UT LT 6 0 4:30 PM 0 0 1 3 0 0 2 0 0 0 1 0 0002000 0 0 2 0 0 0 2 0 0 8 0 4:45 PM 0 0 4 2 0 0 0 0 0 0 0 0 1 4 28 5:15 PM 0 0 2 0 0 0 0 0 0 0 10 31 5:00 PM 0 0 0 1 0 0 2 0 0 0 0 0 2 5 27 5:30 PM 0 0 2 1 0 0 1 0 0 0 0 0 2001000 0 0 1 0 0 0 0 0 1 5 24 5:45 PM 0 0 0 2 0 0 0 0 0 0 5 19000101 4 0 7 50 0 Peak Hour 0 0 4 4 0 0 0 0 0 0Count Total 0 0 11 13 0 0 15 0 04:00 PM RT 19 0 Interval Start Westborough Blvd Westborough Blvd I-280 SB On Ramp I-280 SB Off Ramp 15-min Total Rolling One Hour 0 0 0 1 0 5005000 RTTHLT RTTHLTRT 1 5:00 PM 1000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 1 5:30 PM 0000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 110000000 Peak Hour 0 0Count Total 0 THLT 1000000 2 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 1 00 0 0 0 0 0 0 0 0 0 000 0 1 0 010 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 207 www.idaxdata.com Peak Hour: 7:30 AM to 8:30 AM Date: 02-12-2020 SB 1.3%0.84 Count Period: 7:00 AM to 9:00 AM SEB WB 1.0%0.81 NB 1.1%0.86 HV %:PHF EB 1.3%0.94 TOTAL 1.2%0.94 Peak Hour -- N 4,996TEV: 0.94PHF: Junipero Serra Blvd Westborough Blvd 1,743 927 1,145 8 96 488 6 01,098 1,713481 1 156 368 92 00 Westborough Blvd Junipero Serra Blvd10 Westborough Blvd Junipero Serra Blvd01,1101,2270 13562782582171,0454460 58202898292Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 208 www.idaxdata.com Two-Hour Count Summaries 0 0 0 4,326 4,890 4,996 4,917 4,627 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd UT LT BLUTHLLTTHRTUTLTTHBR I-280 NB On Ramp 15-min Total Rolling Eastbound Westbound Northbound Southbound Southeastbound One RT Hour 118 0 45 45 HR UT HL BL BR HRTHRTUTLTTHRT 123 7:15 AM 3 1 19 182 148 0 0 0 0 0 759270301216317090365229 0 0 1,095 7:00 AM 0 4 13 15 241 166 0 205 13 43 0 0 0706148360630554394110 0 1,185 7:45 AM 1 0 18 308 136 0 45 27 27 0 0 0 0644343065191337610713171 1,287 7:30 AM 2 0 84 1 35 179 21 0 0 0 0 0606109313225129932408952 8:15 AM 3 2 33 304 102 0 0 0 0 0 1,323840681431622923101105674 0 0 1,201 8:00 AM 2 4 30 292 24 291 68 0 116 14 22 0 0 0864581900630439776240 0 1,1068:45 AM 2 0 24 267 71 0 28 27 20 0 0 0 0337166074131281036126181 9978:30 AM 0 1 27 0 0 0 0 037480541162987711707346 Count Total 13 12 176 2,008 893 1 312 759 0 0 0 0 0 8,95345505101,155 157 2136641552616409443 0 0 0 4,996 -1%HV 0 0 5 11 6 289 582 82 92 0 013562172582780488115648136892All8696 1%0% 2 7 2 0 0 0704103013700 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) 9%2%----0%2%0%-1%0%1%1%2%0%0%2% Peak Hour 1,145 0 0 59 HV%0%0%5%1% Total 7:00 AM 0 0 9 2 0 11 0 0 Total East West North South NorthwestTotalEBWBNBSBSEBStartEBWBNBSBSEB 0 0 0 0 0 01400000 0 0 1 7:15 AM 6 0 4 4 0 0 0 0 0 0 0 7:45 AM 5 3 5 4 0 1 0 0 1 0 07:30 AM 4 5 1 5 0 15 0 0 0 18 0 0 0 0 0 0 0 01700000 0 0 0 0 0 0 0 0 0900000 0 0 0 8:15 AM 6 0 0 3 0 0 0 0 0 0 08:00 AM 7 3 6 2 8:45 AM 4 3 4 4 0 0 0 0 0 0 08:30 AM 6 3 8 2 0 19 0 0 0 0 0 1 0 11500000 0 0 0 0 118 0 0 1 0 0 0 0 05900100 1 0 2 Peak Hr 22 11 12 14 0 1 0 0 1 0 0Count Total 38 17 37 26 1 0 0 0 0 0 0 2 3 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 209 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 057 64 59 63 61 0 0 Two-Hour Count Summaries - Bikes 0 0 0 1 1 1 00 0 0 Westbound Northbound Southbound Southeastbound One UT HL LT TH RT Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd n/a 15-min Total Rolling Eastbound BR HR Hour 0 0 0 0 TH RT HR UT HL BLLTBLTHRTUTLTUTLTTHBRRTUT 0 11 7:15 AM 0 0 0 4 2 0 0 1 0 0 0 0 0014001000004 14 7:00 AM 0 0 1 0 0 2 0 0 0 0 0 0100031000030 7:45 AM 0 0 1 2 2 0 0 0 0 0 15001121300100 0 0 17 7:30 AM 0 0 1 2 2 4 1 0 0 3 0 0 0 0302001001200 0 18 8:15 AM 0 0 1 3 2 0 0 1 1 0 0 0 0021000102003 9 8:00 AM 0 0 1 0 0 2 0 0 0 0 0 0000111000000 8:45 AM 0 0 0 3 1 0 0 0 0 0 19100110100502 0 0 15 8:30 AM 0 0 1 4 2 2 0 0 0 0300100001200 Count Total 0 0 6 22 10 0 0 0 7 0 0 118 Peak Hour 0 0 5 11 6 0 1 12 2 0 0 0 008703916100022 TH Rolling Eastbound Westbound Northbound Southbound Southeastbound One 59 Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd n/a 15-min TotalUTHL 2 0 0 0 0 041032737 7:00 AM 0 0 0 0 0 UT HL BL BR HR HourRTUTLTTHRTHRBRRTUTLTBLTH 0 0 0 LT TH RT UT LT 0 0 0 0 0 0 0 0 0 0000000000000 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 1 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0000000000010 8:00 AM 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 00000000000008:45 AM 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 01000000000 0 1000000000000 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 210 www.idaxdata.com Peak Hour: 4:45 PM to 5:45 PM Date: 02-12-2020 SB 1.1%0.91 Count Period: 4:00 PM to 6:00 PM SEB WB 0.1%0.96 NB 0.2%0.96 HV %:PHF EB 0.5%0.95 TOTAL 0.4%0.96 Peak Hour -- N 5,096TEV: 0.96PHF: Junipero Serra Blvd Westborough Blvd 1,459 1,569 875 8 179 392 5 01,377 1,204687 4 210 257 219 00 Westborough Blvd Junipero Serra Blvd00 Westborough Blvd Junipero Serra Blvd11,7388370 0773193679935221,0790 235213210152Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 211 www.idaxdata.com Two-Hour Count Summaries 0 0 0 4,724 4,863 5,041 5,096 5,093 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd UT LT BLUTHLLTTHRTUTLTTHBR I-280 NB On Ramp 15-min Total Rolling Eastbound Westbound Northbound Southbound Southeastbound One RT Hour 85 1 49 136 HR UT HL BL BR HRTHRTUTLTTHRT 193 4:15 PM 1 1 34 167 102 0 0 0 0 0 1,121651245929126150015722143 0 0 1,150 4:00 PM 0 0 34 43 170 99 0 48 19 14 0 0 0172231476302504416372550 0 1,199 4:45 PM 2 1 39 209 115 0 53 24 15 0 0 0 02618154034675113772480171 1,254 4:30 PM 2 5 84 3 53 156 9 0 0 0 0 01614912858271597358019220 5:15 PM 4 2 43 226 110 0 0 0 0 0 1,260491375728207647019019170 0 0 1,328 5:00 PM 0 1 45 224 52 216 83 0 62 20 13 0 0 0213281674503615518661560 0 1,2545:45 PM 5 1 39 223 105 0 41 26 10 0 0 0 02618150031584918647580178 1,2515:30 PM 2 1 14 0 0 0 0 01614212965221715566019417 Count Total 16 12 329 1,628 783 5 395 1,294 0 0 0 0 0 9,817417424447419510751743801,467 181 1,311 0 0 0 5,096 -0%HV 0 0 4 1 2 132 235 101 52 0 007739367919323924210687257219All85179 1%0% 0 3 0 0 0 0102103002000 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) 3%0%----0%0%1%0%2%0%0%0%0%0%-0% Peak Hour 875 0 0 19 HV%0%0%2%0% Total 4:00 PM 1 1 5 1 0 8 0 0 Total East West North South NorthwestTotalEBWBNBSBSEBStartEBWBNBSBSEB 0 0 0 0 0 0600000 1 0 1 4:15 PM 2 1 2 1 0 0 0 0 0 0 0 4:45 PM 3 0 1 2 0 0 0 0 0 0 04:30 PM 2 3 0 1 0 6 0 0 0 4 0 0 0 0 0 0 0 0600000 0 0 0 0 0 0 0 0 0400000 0 0 0 5:15 PM 2 0 0 2 0 0 0 0 0 0 05:00 PM 0 1 2 1 5:45 PM 1 0 0 2 0 0 1 0 1 0 05:30 PM 2 1 1 1 0 5 0 0 1 0 0 0 0 0301000 0 0 0 0 42 0 1 1 0 0 0 0 01900010 1 0 1 Peak Hr 7 2 4 6 0 0 1 0 2 0 0Count Total 13 7 11 11 2 0 0 0 0 0 0 0 2 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 212 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 026 22 20 19 16 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 12 0 0 Westbound Northbound Southbound Southeastbound One UT HL LT TH RT Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd n/a 15-min Total Rolling Eastbound BR HR Hour 1 0 0 0 TH RT HR UT HL BLLTBLTHRTUTLTUTLTTHBRRTUT 0 8 4:15 PM 0 0 0 2 0 0 0 1 0 0 0 0 0030000010002 6 4:00 PM 0 0 1 0 0 2 0 0 0 0 0 0110001010000 4:45 PM 0 0 2 0 1 0 0 0 0 0 6000100100000 0 0 6 4:30 PM 0 0 0 1 0 0 0 0 0 1 0 0 0 0100001000000 0 4 5:15 PM 0 0 1 1 0 0 0 1 0 0 0 0 0011000010000 4 5:00 PM 0 0 1 0 0 1 0 0 0 0 0 0000101000000 5:45 PM 0 0 0 1 0 0 0 0 0 0 5001000000001 0 0 3 5:30 PM 0 0 1 0 1 1 0 0 0 0000000000000 Count Total 0 0 5 5 3 0 0 0 1 0 0 42 Peak Hour 0 0 4 1 2 0 0 6 0 0 0 0 0062032052003 TH Rolling Eastbound Westbound Northbound Southbound Southeastbound One 19 Interval Start Westborough Blvd Westborough Blvd Junipero Serra Blvd Junipero Serra Blvd n/a 15-min TotalUTHL 0 0 0 0 0 021030320 4:00 PM 0 0 0 0 0 UT HL BL BR HR HourRTUTLTTHRTHRBRRTUTLTBLTH 0 0 0 LT TH RT UT LT 0 0 0 0 0 0 0 0 0 0000000000000 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0000000000000 5:00 PM 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 1 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 0000010000000 0 0 0 0 0 10000000000005:45 PM 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Peak Hour 0 0 0 0 0 0 1 0 0 0 0 00000000010 0 1000000000001 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 213 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 0 0 0 0 0 0 1 00000000 0 1 Peak Hr 0 3 9 13 25 0 0 0 0 0 0 0 0Count Total 0 5 14 21 40 0 0 0 00000008:45 AM 0 0 0 4 4 0 0 0 0 0 0 0 8:30 AM 0 1 3 1 5 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 2 3 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 4 2 7 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 1 3 5 0 0 0 0 0 0 0 0 0 1 3 0 EB WB NB SB Total East 7:45 AM 0 0 3 4 7 0 0 0 --2%HV%----- 0 1 7:15 AM 0 1 1 4 6 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 1 1 3 0 317 68 1 60 1,036001420380 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 4%0%2%1%-2%2%-0% Peak Hour All 0 0 0 64 0 0 640 142 3 0 1 12 0 25 0000063 0 1,662 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 282 0 100 1,792 0 3,023 0 333 1,50272140720000310900 12 205 0 377 1,589 8:45 AM 0 0 0 0 8 0 0 102 18 1 397 1,597 8:30 AM 0 0 0 0 0 31 0 112 28 1 13 205 00310700 14 196 0 395 1,662 8:15 AM 0 0 0 0 13 0 0 102 32 1 420 1,521 8:00 AM 0 0 0 0 0 37 0 89 14 0 24 253 00320800 13 261 0 385 0 7:45 AM 0 0 0 0 7 0 0 60 10 0 462 0 7:30 AM 0 0 0 0 0 34 0 66 12 0 9 326 003901000 8 146 0 254 0 7:15 AM 0 0 0 0 2 0 0 37 14 07:00 AM 0 0 0 0 0 47 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min TotalUTLTTHRT SB 1.2%0.82 TOTAL 1.5%0.90 TH RTUTLTTHRTUTLT WB 1.7%0.90 NB 2.3%0.72 Peak Hour: 7:15 AM 8:15 AM HV %:PHF EB -- Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AMN Junipero Serra Blvd Arroyo Dr Arroyo DrJunipero Serra BlvdJunipero Serra Blvd1,662TEV: 0.9PHF:1,036601,097356138 142 180 1280 683173851,178000000 0 0 00 0Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 214 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 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 08:15 AM 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 7:45 AM 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 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 25 0 Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastbound 6 3 0 1 12 0030000 1 20 0 40 0 Peak Hour 0 0 0 0 0 0 0 9 5 0Count Total 0 0 0 0 0 5 0 4 19000040000000 0 1 0 5 22 8:45 AM 0 0 0 0 0 0 0 2 1 0 3 22 8:30 AM 0 0 0 0 0 1 0 0 1 0 0 2 0000000 1 1 0 7 25 8:15 AM 0 0 0 0 0 0 0 2 2 0 7 21 8:00 AM 0 0 0 0 0 1 0 3 0 0 0 4 0000000 0 3 0 5 0 7:45 AM 0 0 0 0 0 0 0 0 1 0 6 0 7:30 AM 0 0 0 0 0 1 0 1 0 0 0 4 0010000 0 1 0 3 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 TH RT 7:00 AM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 215 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 1 0 0 1 2 0 6 30000003 5 1 Peak Hr 0 3 2 2 7 0 0 0 0 1 1 0 0Count Total 0 8 8 3 19 0 0 0 00000005:45 PM 0 1 0 1 2 0 0 0 0 2 0 0 5:30 PM 0 1 1 0 2 0 0 0 0 0 0 0 0 1 0 0 5:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 1 2 0 0 0 0 0 0 0 0 1 0 1 4:30 PM 0 2 1 1 4 0 0 0 0 0 0 0 0 1 0 2 0 EB WB NB SB Total East 4:45 PM 0 0 2 0 2 1 1 0 0%-0%HV%----- 0 0 4:15 PM 0 2 2 0 4 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 1 1 3 0 906 149 0 46 407001040622 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-0%0%-0%3%-0% Peak Hour All 0 0 0 112 3 0 1,689 318 1 0 0 2 0 7 0000002 0 1,676 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 210 0 77 799 0 3,209 0 424 1,67622638014101002801610 14 98 0 437 1,650 5:45 PM 0 0 0 0 14 1 0 250 37 0 397 1,619 5:30 PM 0 0 0 0 0 23 0 197 39 0 11 115 002001500 7 93 0 418 1,607 5:15 PM 0 0 0 0 17 0 0 233 35 0 398 1,533 5:00 PM 0 0 0 0 0 33 0 221 40 0 7 93 002501110 8 119 0 406 0 4:45 PM 0 0 0 0 14 0 0 199 37 0 385 0 4:30 PM 0 0 0 0 0 29 0 177 52 0 5 109 002901300 11 71 0 344 0 4:15 PM 0 0 0 0 12 0 0 186 40 14:00 PM 0 0 0 0 0 23 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min TotalUTLTTHRT SB 0.4%0.90 TOTAL 0.4%0.96 TH RTUTLTTHRTUTLT WB 1.8%0.83 NB 0.2%0.92 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB -- Date: 02-11-2020 Peak Hour Count Period: 4:00 PM 6:00 PMN Junipero Serra Blvd Arroyo Dr Arroyo DrJunipero Serra BlvdJunipero Serra Blvd1,676TEV: 0.96PHF:40746453968062 104 166 1950 1499061,057513200000 0 3 00 0Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 216 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 1 0 1 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 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 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 7 0 Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastbound 0 2 0 0 2 0030000 0 3 0 19 0 Peak Hour 0 0 0 0 1 0 0 2 6 0Count Total 0 0 0 0 0 7 0 2 7000010010000 0 0 0 2 7 5:45 PM 0 0 0 0 0 0 0 0 1 0 1 9 5:30 PM 0 0 0 0 0 1 0 0 1 0 0 0 0000000 0 1 0 2 12 5:15 PM 0 0 0 0 0 0 0 0 0 0 2 12 5:00 PM 0 0 0 0 0 1 0 0 2 0 0 0 0000000 0 1 0 4 0 4:45 PM 0 0 0 0 1 0 0 0 1 0 4 0 4:30 PM 0 0 0 0 0 1 0 2 0 0 0 0 0020000 0 0 0 2 0 4:15 PM 0 0 0 0 0 0 0 0 1 0 TH RT 4:00 PM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start n/a Arroyo Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 217 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 2 1 0 0 6 1 11 7 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.0%0.90 TOTAL 1.1%0.91 TH RT WB 1.3%0.82 NB 2.8%0.75 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 0.9%0.96 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min TotalUTLTTHRT 0 1 171 19 0 5 14 2 22 389 0 7:15 AM 0 6 248 13 10 0 8 0 2 07:00 AM 1 4 171 4 1 2 148 18 12 27 635 0 7:45 AM 2 12 384 57 14 0 2 2 4 0 514 0 7:30 AM 0 10 309 23 1 6 207 0 4 0 12 1 34 845 2,383 8:00 AM 0 16 413 42 1 15 269 1 2 0 26 27 451102472407 3 10 202 63 0 3 20 15 55 917 2,911 8:15 AM 0 16 400 35 59 0 5 0 7 0 58 24 27 761 3,355 8:45 AM 0 14 324 27 42 0 1 0 4 0 832 3,229 8:30 AM 0 19 380 29 1 7 169 1 5 0 40 18 36 630 3,14009012924071742505 Count Total 3 97 2,629 230 8 58 1,587 200 108 270 5,523 0 Peak Hour All 2 63 1,577 256 0 36 4 37 0 0 2 1 1 37 0920001 163 3,355 0 HV 0 1 16 0 0 4 16 2 18 0 144 841636428871880 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%-1%1%1%1%10%1%1%-0%0%HV%0%2%1%0%0% 0 0 7:15 AM 3 0 0 1 4 0 0 0 0 1 1 0 0 West North South 7:00 AM 3 0 0 0 3 0 EB WB NB SB Total East 7:45 AM 4 5 0 1 10 2 2 2 0 0 0 0 7:30 AM 3 6 0 0 9 0 0 0 0 0 0 1 0 0 0 0 8:15 AM 3 3 0 3 9 1 0 0 0 0 0 0 0 0 1 0 8:00 AM 6 3 1 0 10 0 0 0 0 1 1 0 8:45 AM 4 3 0 0 7 1 1 2 3 1 0 0 8:30 AM 4 4 0 0 8 0 0 0 0 0 1 0 0 0 0 0 0000001 2 0 Peak Hour 17 15 1 4 37 1 0 0 0 5 6 6 3Count Total 30 24 1 5 60 1 0023232 0 1 0 0110000 0 0 2 03 2N W Orange Ave Westborough Blvd Westborough Blvd W Orange AveWestborough Blvd Camaritas Ave3,355TEV: 0.91PHF:163841443912530188 887 42 1,123 1,7456 18216362890163 1,577 63 1,805 1,068 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 218 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min Total Rolling One HourEastboundWestbound 0 0 0 3 0 7:15 AM 0 0 3 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 3 0 0 0 0 UT LT TH RT UT LT 4 0 7:30 AM 0 0 3 0 0 1 5 0 0 0 1 0 0000000 0 2 3 0 0 0 0 0 0 9 0 7:45 AM 0 0 4 0 0 0 0 0 0 0 0 0 0 10 33 8:15 AM 0 0 3 0 0 0 0 0 1 0 10 26 8:00 AM 0 1 5 0 0 0 3 0 0 0 1 0 0 9 38 8:30 AM 0 0 4 0 0 2 2 0 0 0 1 1 1001200 0 0 3 0 0 0 0 0 0 8 37 8:45 AM 0 1 3 0 0 0 0 0 0 0 7 34000000 3 1 1 60 0 Peak Hour 0 1 16 0 2 0 0 0 1 0Count Total 0 2 28 0 0 5 17 1 07:00 AM RT 37 0 Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min Total Rolling One Hour 0 1 0 2 1 1049200 RTTHLT RTTHLTRT 4 8:00 AM 1000 2 0 7:45 AM 0 0 0 1 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 3 8:45 AM 0 0 0 1 4 8:30 AM 1000000 0 3 8:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 200000000 Peak Hour 3 2Count Total 0 THLT 3011000 6 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00100000 0 00 0 0 0 0 0 0 0 0 0 010 0 0 0 010 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 219 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 11 5 1 3 1 1 2 25 7 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.95 TOTAL 0.2%0.93 TH RT WB 0.1%0.91 NB 0.0%0.83 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.4%0.94 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min TotalUTLTTHRT 3 8 263 66 0 14 11 9 58 687 0 4:15 PM 3 27 212 17 63 0 11 2 2 04:00 PM 1 24 225 25 1 13 242 14 3 41 700 0 4:45 PM 0 31 241 26 71 0 11 1 9 0 716 0 4:30 PM 0 22 221 27 0 9 271 4 8 0 24 10 57 721 2,824 5:00 PM 0 27 229 30 0 8 293 1 6 0 18 9 461727550010 3 8 307 94 0 13 15 6 44 746 2,883 5:15 PM 0 26 266 31 64 0 18 1 11 0 14 9 49 770 3,067 5:45 PM 2 31 250 21 79 0 10 5 12 1 830 2,997 5:30 PM 0 29 239 28 0 9 286 1 8 0 16 9 48 736 3,0824502173921725571011 Count Total 6 217 1,883 205 10 79 2,192 133 62 382 5,906 0 Peak Hour All 2 113 984 558 0 98 19 61 1 0 0 0 0 7 0100000 180 3,082 0 HV 0 0 4 1 0 1 52 11 36 1 66 311105421,141 308 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%0%0%0%2%0%0%-0%0%HV%0%0%0%1%0% 0 0 4:15 PM 2 4 0 0 6 0 0 0 0 0 0 0 1 West North South 4:00 PM 1 0 0 1 2 0 EB WB NB SB Total East 4:45 PM 1 1 0 1 3 0 0 2 2 0 1 3 4:30 PM 3 1 0 1 5 0 0 0 0 0 0 3 5 0 0 0 5:15 PM 3 0 0 0 3 0 0 0 0 0 0 3 0 1 0 0 5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 5:45 PM 2 0 0 0 2 0 2 0 1 0 0 1 5:30 PM 0 1 0 0 1 0 2 0 0 0 0 0 0 0 2 0 0000000 0 5 Peak Hour 5 2 0 0 7 0 2 2 0 0 2 8 12Count Total 12 8 0 3 23 0 1002330 0 0 0 0000001 1 0 0 13 3N W Orange Ave Westborough Blvd Westborough Blvd W Orange AveWestborough Blvd Camaritas Ave3,082TEV: 0.93PHF:18031662784331308 1,141 42 1,496 1,0915 361152991830110 984 113 1,209 1,375 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 220 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min Total Rolling One HourEastboundWestbound 0 0 1 2 0 4:15 PM 0 0 2 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 1 0 0 0 UT LT TH RT UT LT 6 0 4:30 PM 0 0 2 1 0 0 1 0 0 0 0 0 0012100 0 0 1 0 0 0 0 0 1 5 0 4:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15 5:15 PM 0 0 2 1 0 0 0 0 0 0 3 16 5:00 PM 0 0 0 0 0 1 0 0 0 0 1 0 0 3 12 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 1 8 5:45 PM 0 0 2 0 0 0 0 0 0 0 2 7000000 1 0 2 23 0 Peak Hour 0 0 4 1 1 0 0 0 0 0Count Total 0 1 8 3 0 2 5 0 04:00 PM RT 7 0 Interval Start Westborough Blvd Westborough Blvd W Orange Ave Camaritas Ave 15-min Total Rolling One Hour 0 0 0 0 0 0011000 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 2 2 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 200000000 Peak Hour 0 0Count Total 0 THLT 2000000 2 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 1 1 000 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 221 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 5 6 7 1 5 3 6 39 16 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.0%0.95 TOTAL 1.5%0.96 TH RT WB 0.5%0.80 NB 2.8%0.92 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.1%0.93 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min TotalUTLTTHRT 0 45 113 16 3 58 8 109 11 601 0 7:15 AM 1 46 130 100 9 3 49 69 28 17:00 AM 1 43 64 68 0 38 100 43 169 12 987 0 7:45 AM 1 61 194 156 20 4 77 100 42 0 819 0 7:30 AM 2 69 130 127 0 65 127 84 35 0 27 154 7 1,267 3,674 8:00 AM 3 79 211 114 0 114 205 133 71 1 44 189 140103160390101 0 76 144 36 2 103 54 154 14 1,297 4,370 8:15 AM 0 67 232 135 30 5 127 116 71 0 47 199 8 1,172 4,970 8:45 AM 1 74 161 108 26 8 77 115 46 0 1,234 4,785 8:30 AM 2 76 252 131 0 61 124 130 64 0 54 180 11 1,013 4,716114530371731514912130769 Count Total 11 515 1,374 939 1 551 1,094 314 1,327 92 8,390 0 Peak Hour All 6 283 889 206 32 661 861 410 2 0 2 15 2 77 04208178 47 4,970 0 HV 0 1 10 8 0 0 408 494 252 1 199 722536035463313115 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%0%1%2%4%2%0%1%2%0%2%3%HV%0%0%1%1%- 2 1 7:15 AM 6 0 4 4 14 0 0 0 1 0 1 2 1 West North South 7:00 AM 1 2 6 4 13 0 EB WB NB SB Total East 7:45 AM 5 0 12 1 18 0 1 2 0 2 2 0 7:30 AM 3 5 7 6 21 1 0 0 0 0 0 1 3 1 0 0 8:15 AM 4 1 10 8 23 1 0 0 0 0 0 1 0 3 3 0 8:00 AM 6 2 6 4 18 0 0 0 0 0 0 1 8:45 AM 3 1 5 3 12 0 2 1 1 0 1 0 8:30 AM 4 3 5 6 18 2 0 0 1 0 2 0 1 4 3 1 1000001 13 5 Peak Hour 19 6 33 19 77 3 0 0 2 0 6 9 12Count Total 32 14 55 36 137 4 1104357 0 3 0 0000100 0 0 7 15 3N El Camino Real Westborough Blvd Westborough Blvd El Camino RealWestborough Blvd El Camino Real4,970TEV: 0.96PHF:477221999699091131 633 354 1,118 1,3400 2524944081,1691,62715536 889 283 1,714 1,094 6 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 222 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min Total Rolling One HourEastboundWestbound 0 4 0 13 0 7:15 AM 0 0 5 1 1 0 0 6 0 0 TH RT 7:00 AM 0 1 0 0 0 1 0 UT LT TH RT UT LT 14 0 7:30 AM 0 0 0 3 0 2 3 2 2 0 0 4 0000000 0 0 0 0 0 4 1 5 0 21 0 7:45 AM 0 0 3 2 0 0 4 2 1 0 0 3 1 18 71 8:15 AM 0 0 1 3 1 0 2 2 2 0 18 66 8:00 AM 0 1 3 2 0 0 1 5 3 0 0 1 0 23 80 8:30 AM 0 0 3 1 0 0 3 5 3 0 1 6 1000102 0 0 1 0 0 1 1 5 0 18 77 8:45 AM 0 1 2 0 0 0 0 5 0 0 12 71310021 3 30 3 137 0 Peak Hour 0 1 10 8 3 0 13 30 12 0Count Total 0 3 17 12 0 3 8 1 07:00 AM RT 77 0 Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min Total Rolling One Hour 17 8 0 2 15 2004208 RTTHLT RTTHLTRT 2 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 2 4 8:45 AM 0 0 0 0 3 8:30 AM 2000001 0 1 8:15 AM 0 0 0 0 1 0 0 2 0 0 0 0 400000000 Peak Hour 0 0Count Total 0 THLT 4000001 6 00020 0 0 0 0 0000 0 0 0 00 1 THLT 00001000 0 00 0 0 0 0 0 0 0 0 0 030 0 0 0 040 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 223 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 14 2 1 7 8 6 2 41 23 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.4%0.88 TOTAL 0.3%0.95 TH RT WB 0.1%0.92 NB 0.4%0.91 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.4%0.95 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min TotalUTLTTHRT 1 62 142 47 17 144 51 155 43 1,133 0 4:15 PM 3 33 118 80 34 18 139 195 74 84:00 PM 5 32 126 84 0 51 118 60 165 40 1,202 0 4:45 PM 3 35 117 94 33 12 145 199 78 2 1,156 0 4:30 PM 8 47 129 79 0 58 147 184 68 7 47 155 48 1,193 4,684 5:00 PM 2 46 149 83 0 55 186 205 83 3 55 172 390661493710125 0 92 176 38 8 151 55 168 22 1,255 4,806 5:15 PM 7 32 158 94 35 7 155 213 74 5 52 180 49 1,300 5,102 5:45 PM 3 43 127 101 42 9 155 205 96 2 1,354 5,004 5:30 PM 4 35 134 93 0 80 164 251 108 3 47 149 40 1,215 5,1242238143715333167159357141 Count Total 35 303 1,058 708 2 531 1,241 404 1,297 314 9,808 0 Peak Hour All 16 156 568 301 88 1,155 1,675 662 34 0 1 3 0 17 0010260 144 5,124 0 HV 0 0 3 1 0 0 602 892 359 14 191 650371129468515031 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%1%0%0%0%0%0%1%0%0%1%HV%0%0%1%0%0% 1 0 4:15 PM 2 2 3 2 9 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 1 3 4 0 EB WB NB SB Total East 4:45 PM 1 0 2 3 6 0 0 0 0 2 0 0 4:30 PM 2 1 2 1 6 0 0 0 0 1 1 3 2 9 6 0 5:15 PM 2 0 0 1 3 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 4 2 6 0 0 0 0 0 0 1 5:45 PM 2 0 2 0 4 0 2 0 1 2 3 2 5:30 PM 0 1 2 1 4 0 2 0 0 0 0 3 1 2 0 0 0000002 22 5 Peak Hour 4 1 8 4 17 0 2 2 0 1 3 10 4Count Total 9 4 16 13 42 0 50026210 0 0 0 0000000 2 0 10 52 6N El Camino Real Westborough Blvd Westborough Blvd El Camino RealWestborough Blvd El Camino Real5,124TEV: 0.95PHF:1446501919991,21214150 685 294 1,130 1,1191 3598926021,8841,34631371 568 156 1,111 1,447 16 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 224 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min Total Rolling One HourEastboundWestbound 0 3 0 4 0 4:15 PM 0 0 0 2 0 0 0 1 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 9 0 4:30 PM 0 0 1 1 0 0 1 1 0 0 0 2 0002002 0 0 0 0 0 1 0 1 0 6 0 4:45 PM 0 0 0 1 0 0 0 2 0 0 1 1 0 6 27 5:15 PM 0 0 2 0 0 0 1 3 0 0 6 25 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 3 0 3 21 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 0 0 0 0 0 0 1 0 4 19 5:45 PM 0 0 1 1 1 0 1 1 0 0 4 17200000 1 12 0 42 0 Peak Hour 0 0 3 1 1 0 5 11 0 0Count Total 0 0 4 5 0 0 3 0 04:00 PM RT 17 0 Interval Start Westborough Blvd Westborough Blvd El Camino Real El Camino Real 15-min Total Rolling One Hour 6 0 0 1 3 0000102 RTTHLT RTTHLTRT 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10010004:15 PM 0 0 0 0 0 0 2 2 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 200000000 Peak Hour 0 1Count Total 0 THLT 2000000 3 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 2 0 000 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 225 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 3 11 6 1 2 5 5 34 14 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.4%0.90 TOTAL 1.8%0.93 TH RT WB 1.9%0.76 NB 2.2%0.89 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 0.9%0.94 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 23 19 9 1 6 15 48 5 199 0 7:15 AM 0 2 50 37 8 2 6 15 6 07:00 AM 0 1 40 30 2 10 11 47 55 9 327 0 7:45 AM 1 7 103 35 4 4 10 10 13 0 276 0 7:30 AM 0 4 65 46 2 22 36 10 12 0 36 64 7 397 1,199 8:00 AM 0 4 80 41 0 26 50 19 16 0 54 55 135193814216 2 20 33 23 0 18 44 72 10 425 1,425 8:15 AM 0 7 82 55 43 0 16 22 17 0 35 50 7 375 1,587 8:45 AM 0 5 55 27 28 0 17 31 16 0 390 1,539 8:30 AM 1 9 70 52 3 27 29 20 17 1 48 52 12 271 1,4611990213410019402309 Count Total 2 39 545 323 14 166 256 300 430 73 2,660 0 Peak Hour All 2 27 335 152 9 98 146 106 1 0 3 6 2 28 0240122 42 1,587 0 HV 0 2 2 1 0 1 67 92 66 1 181 22918310921501082 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%0%2%3%5%2%1%1%4%0%1%2%HV%0%7%1%1%0% 1 0 7:15 AM 2 2 2 3 9 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 1 1 2 0 EB WB NB SB Total East 7:45 AM 1 1 1 2 5 1 1 2 5 1 3 1 7:30 AM 2 1 0 2 5 0 0 0 0 0 0 1 1 0 0 0 8:15 AM 1 1 1 3 6 0 0 0 0 0 0 0 1 2 1 1 8:00 AM 1 3 2 4 10 0 0 0 0 0 0 2 8:45 AM 2 2 0 1 5 0 0 2 1 0 2 1 8:30 AM 2 2 1 2 7 0 0 0 0 0 0 0 0 1 1 1 1000002 5 9 Peak Hour 5 7 5 11 28 0 0 0 0 1 1 9 11Count Total 11 12 8 18 49 0 4000442 0 0 0 0000000 0 0 2 44 4N Gellert Blvd King Dr King Dr Gellert BlvdKing Dr Gellert Blvd1,587TEV: 0.93PHF:422291814532281108 150 92 360 59210 6692672275062183 335 27 547 261 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 226 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 1 0 0 2 0 7:15 AM 0 1 0 1 0 0 1 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT 9 0 7:30 AM 0 1 1 0 0 1 0 2 0 0 1 0 2011000 0 1 0 0 0 0 1 0 1 5 0 7:45 AM 0 1 0 0 0 0 0 0 0 0 1 2 1 10 29 8:15 AM 0 0 1 0 3 0 0 1 1 0 5 21 8:00 AM 0 0 1 0 0 0 0 0 1 0 0 2 0 6 26 8:30 AM 0 1 0 1 0 0 2 1 0 0 2 0 1000100 0 0 2 0 0 0 0 2 0 7 28 8:45 AM 0 1 0 1 0 0 1 0 0 0 5 28000001 6 6 6 49 0 Peak Hour 0 2 2 1 4 0 2 4 2 0Count Total 0 5 3 3 0 3 5 0 07:00 AM RT 28 0 Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 2 2 0 3 6 2012401 RTTHLT RTTHLTRT 1 8:00 AM 0000 1 0 7:45 AM 0 0 0 1 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 1 0Count Total 0 THLT 0000000 1 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 227 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 5 5 1 4 4 2 1 23 11 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.3%0.91 TOTAL 0.7%0.95 TH RT WB 0.3%0.90 NB 0.2%0.93 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 1.7%0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min TotalUTLTTHRT 0 15 59 47 1 23 5 34 7 342 0 4:15 PM 0 10 29 30 51 2 34 42 29 04:00 PM 0 4 43 24 0 20 47 13 45 13 423 0 4:45 PM 0 6 32 32 44 2 40 47 34 1 339 0 4:30 PM 1 9 37 33 0 36 68 45 23 2 17 34 4 401 1,505 5:00 PM 0 9 42 31 2 38 76 42 37 0 20 46 90216348342 1 17 85 50 0 34 8 43 19 475 1,638 5:15 PM 1 5 40 28 65 2 41 56 43 0 18 55 13 436 1,735 5:45 PM 0 6 29 42 47 3 48 56 28 0 423 1,722 5:30 PM 1 5 32 29 0 25 76 44 33 0 15 55 15 464 1,79857350145070298163447 Count Total 3 54 284 249 3 201 555 110 362 87 3,303 0 Peak Hour All 2 25 143 415 17 309 389 262 3 0 0 1 3 12 0000100 54 1,798 0 HV 0 4 1 0 0 2 170 213 139 0 55 20313031093182259 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%6%1%2%0%0%0%1%0%HV%0%16%1%0%0% 0 1 4:15 PM 1 0 0 1 2 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 1 1 2 0 EB WB NB SB Total East 4:45 PM 0 0 1 0 1 0 0 2 0 2 1 2 4:30 PM 1 0 1 1 3 0 0 0 0 0 0 1 2 0 0 1 5:15 PM 2 0 0 1 3 0 0 0 0 0 0 2 1 0 0 0 5:00 PM 2 2 0 1 5 0 0 0 0 0 0 1 5:45 PM 1 0 0 0 1 0 0 0 2 0 0 0 5:30 PM 0 0 1 2 3 0 0 0 0 0 0 1 2 1 0 0 1000000 3 6 Peak Hour 5 2 1 4 12 0 0 0 0 0 0 7 7Count Total 7 2 4 7 20 0 2000351 0 0 0 0000000 0 0 1 25 3N Gellert Blvd King Dr King Dr Gellert BlvdKing Dr Gellert Blvd1,798TEV: 0.95PHF:54203553124630225 318 109 655 3403 1392131705314519130 143 25 300 544 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 228 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min Total Rolling One HourEastboundWestbound 0 1 0 2 0 4:15 PM 0 1 0 0 0 0 0 1 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 2 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1000000 0 0 0 0 0 0 0 0 1 3 0 4:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 5 11 5:15 PM 0 2 0 0 0 0 0 0 0 0 1 8 5:00 PM 0 1 1 0 0 2 0 0 1 0 0 0 0 3 12 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1000000 0 0 0 0 0 0 0 1 1 3 12 5:45 PM 0 1 0 0 0 0 1 0 0 0 1 12000000 0 2 5 20 0 Peak Hour 0 4 1 0 0 0 1 1 2 0Count Total 0 6 1 0 0 2 0 0 04:00 PM RT 12 0 Interval Start King Dr King Dr Gellert Blvd Gellert Blvd 15-min Total Rolling One Hour 0 0 0 0 1 3020001 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 229 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 2 3 1 2 3 2 17 9 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.4%0.87 TOTAL 1.1%0.95 TH RT WB 1.8%0.90 NB 1.6%0.92 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.1%0.80 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min TotalUTLTTHRT 0 53 7 22 0 19 9 93 16 288 0 7:15 AM 0 53 7 62 23 1 11 22 4 07:00 AM 0 35 5 36 0 30 3 18 157 35 510 0 7:45 AM 0 86 29 88 26 0 16 39 15 3 518 0 7:30 AM 0 61 19 68 0 43 10 39 9 0 7 219 21 573 1,889 8:00 AM 0 50 36 61 0 36 29 53 11 0 21 161 400201526023 0 29 19 42 0 26 51 115 43 560 2,161 8:15 AM 0 54 40 72 22 0 42 51 21 3 13 124 37 514 2,187 8:45 AM 0 40 11 55 28 1 32 58 26 0 540 2,183 8:30 AM 0 47 27 62 0 35 24 54 38 0 21 119 26 418 2,0324313013116340371912025 Count Total 0 426 174 504 0 283 126 153 1,104 252 3,921 0 Peak Hour All 0 237 132 201 2 194 359 137 6 0 0 3 0 23 0410412 146 2,187 0 HV 0 2 3 2 0 1 123 216 96 3 106 5192830120871181 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%0%1%0%1%1%5%1%0%3%0%HV%-1%2%1%- 2 0 7:15 AM 1 0 1 3 5 0 0 0 0 0 0 0 0 West North South 7:00 AM 1 0 1 1 3 0 EB WB NB SB Total East 7:45 AM 2 2 2 0 6 0 1 0 0 1 1 0 7:30 AM 4 1 0 4 9 1 0 0 0 0 0 0 0 2 0 1 8:15 AM 4 2 0 1 7 0 0 0 1 0 1 0 0 0 3 0 8:00 AM 1 2 3 1 7 0 0 0 0 0 0 0 8:45 AM 2 1 0 5 8 0 1 1 0 1 1 1 8:30 AM 0 0 2 1 3 1 0 0 0 0 0 0 0 1 0 2 0000000 12 4 Peak Hour 7 6 7 3 23 1 0 0 1 0 3 1 0Count Total 15 8 9 16 48 2 3102105 0 1 0 0001000 0 0 5 30 1N Junipero Serra Blvd King Dr King Dr Junipero Serra BlvdKing DrJunipero Serra Blvd2,187TEV: 0.95PHF:1465191067745743118 87 120 325 3340 962161234369231283 132 237 652 356 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 230 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastboundWestbound 0 1 0 3 0 7:15 AM 0 0 0 1 0 0 0 0 1 0 TH RT 7:00 AM 0 1 0 0 0 0 0 UT LT TH RT UT LT 5 0 7:30 AM 0 0 3 1 0 0 0 1 0 0 1 1 1000000 0 1 1 0 0 1 2 1 1 9 0 7:45 AM 0 1 1 0 1 0 0 0 0 0 0 1 0 7 27 8:15 AM 0 1 2 1 0 0 1 0 2 0 6 23 8:00 AM 0 0 0 1 0 0 2 1 0 0 0 0 0 7 29 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0001100 0 0 1 0 0 0 0 1 0 3 23 8:45 AM 0 0 2 0 0 0 2 0 0 0 8 25000041 3 10 3 48 0 Peak Hour 0 2 3 2 2 0 4 2 3 0Count Total 0 3 8 4 0 1 5 0 07:00 AM RT 23 0 Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One Hour 1 2 0 0 3 0014104 RTTHLT RTTHLTRT 1 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 2 8:45 AM 0 0 0 0 2 8:30 AM 0000000 1 2 8:15 AM 0 0 1 0 0 0 0 1 0 0 0 0 200000000 Peak Hour 0 0Count Total 0 THLT 2100000 3 00001 0 0 0 0 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 010 0 0 0 020 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 231 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 3 3 0 0 1 1 3 14 5 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.4%0.93 TOTAL 0.3%0.98 TH RT WB 0.4%0.89 NB 0.1%0.98 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.3%0.94 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min TotalUTLTTHRT 0 18 18 15 0 60 30 73 37 473 0 4:15 PM 0 38 22 17 11 0 63 128 23 24:00 PM 0 38 19 19 0 17 13 20 83 59 534 0 4:45 PM 0 41 19 28 20 0 75 115 37 0 459 0 4:30 PM 0 38 22 25 0 18 22 128 22 1 21 56 43 549 2,015 5:00 PM 0 46 19 24 0 15 19 142 37 2 29 72 600221214467 0 27 17 21 0 74 25 94 66 570 2,112 5:15 PM 0 36 15 24 16 0 80 130 35 1 28 76 68 575 2,226 5:45 PM 0 40 15 30 23 0 79 134 31 2 532 2,185 5:30 PM 0 45 20 22 0 20 27 125 36 1 31 69 56 572 2,2491183614471610191826390 Count Total 0 322 151 189 0 156 146 228 594 450 4,264 0 Peak Hour All 0 167 69 146 7 588 1,020 257 10 0 0 3 0 6 0100010 251 2,249 0 HV 0 0 0 1 0 0 323 507 138 5 128 31010008181863 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%1%0%0%0%1%0%0%0%0%HV%-0%0%1%- 1 2 4:15 PM 3 1 1 0 5 0 0 0 0 0 0 0 0 West North South 4:00 PM 1 0 3 0 4 0 EB WB NB SB Total East 4:45 PM 1 1 0 1 3 0 0 0 0 3 0 0 4:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 1 2 0 0 5:15 PM 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 5:45 PM 0 0 0 1 1 0 1 0 0 0 1 0 5:30 PM 0 0 0 2 2 0 0 1 0 0 0 0 0 1 0 0 3000000 7 6 Peak Hour 1 1 1 3 6 0 0 0 1 0 1 0 1Count Total 6 3 5 5 19 0 4101001 0 0 0 0001000 0 0 1 40 0N Junipero Serra Blvd King Dr King Dr Junipero Serra BlvdKing DrJunipero Serra Blvd2,249TEV: 0.98PHF:251310128694765586 81 81 248 3350 1385073239714943100 69 167 336 655 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 232 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 4 0 4:15 PM 0 1 2 0 0 0 1 1 1 0 TH RT 4:00 PM 0 0 1 0 0 0 0 UT LT TH RT UT LT 5 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0001000 0 0 1 0 0 0 0 1 0 1 0 4:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 10 5:15 PM 0 0 0 1 0 0 0 1 0 0 3 13 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 2 7 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 0 0 0 0 2 0 2 8 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 6000010 0 5 0 19 0 Peak Hour 0 0 0 1 0 0 1 3 1 0Count Total 0 1 3 2 0 0 3 0 04:00 PM RT 6 0 Interval Start King Dr King Dr Junipero Serra Blvd Junipero Serra Blvd 15-min Total Rolling One Hour 1 0 0 0 3 0001000 RTTHLT RTTHLTRT 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 1 1 5:45 PM 0 0 1 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 100000000 Peak Hour 0 0Count Total 0 THLT 1100000 1 00001 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 233 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 6 8 0 3 1 1 1 21 12 Date: 02-12-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.8%0.95 TOTAL 0.9%0.96 TH RT WB 0.9%0.81 NB 1.9%0.94 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.7%0.86 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min TotalUTLTTHRT 0 25 38 16 0 30 26 183 15 754 0 7:15 AM 1 40 162 197 18 0 25 72 5 07:00 AM 0 35 116 225 0 21 13 66 178 52 973 0 7:45 AM 1 47 157 136 18 0 43 71 25 3 859 0 7:30 AM 0 43 193 192 0 35 54 61 13 1 64 188 23 1,034 3,620 8:00 AM 0 57 149 154 0 62 82 90 27 1 50 206 8905710619048 0 49 47 26 0 54 43 210 83 1,046 3,912 8:15 AM 0 44 142 161 33 0 44 93 33 3 37 188 44 901 3,939 8:45 AM 1 48 128 145 19 0 77 97 29 1 958 4,011 8:30 AM 2 47 111 151 0 41 57 81 29 0 54 229 42 916 3,8216819038195780496427056 Count Total 5 361 1,158 1,361 0 339 461 378 1,577 426 7,441 0 Peak Hour All 1 191 641 176 0 377 633 180 9 1 0 9 0 37 0320381 266 4,011 0 HV 0 2 2 6 0 0 189 335 114 7 213 8236430203289960 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%14%0%1%0%1%0%1%2%-2%2%HV%0%1%0%1%- 0 0 7:15 AM 0 0 0 4 4 0 0 0 0 0 0 0 1 West North South 7:00 AM 0 1 3 0 4 0 EB WB NB SB Total East 7:45 AM 2 1 4 3 10 0 0 0 6 2 0 1 7:30 AM 2 0 3 4 9 0 0 0 0 0 0 0 4 1 1 1 8:15 AM 2 3 2 1 8 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 4 1 3 2 10 0 0 0 0 0 0 0 8:45 AM 5 2 6 5 18 1 1 0 0 0 1 0 8:30 AM 2 3 6 6 17 0 0 0 0 1 1 0 1 0 0 0 0001011 4 3 Peak Hour 10 5 12 10 37 0 0 0 1 2 3 1 13Count Total 17 11 27 25 80 0 1011083 0 0 0 0100000 0 0 3 18 0N Skyline Blvd Westborough Blvd Westborough Blvd Skyline BlvdWestborough Blvd Skyline Blvd4,011TEV: 0.96PHF:2668232131,309629796 289 203 588 9680 1143351896381,6690643 641 191 1,476 745 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 234 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min Total Rolling One HourEastboundWestbound 0 0 0 4 0 7:15 AM 0 0 0 0 0 0 0 3 0 0 TH RT 7:00 AM 0 0 0 0 0 1 0 UT LT TH RT UT LT 4 0 7:30 AM 0 0 0 2 0 0 0 0 0 0 0 3 1000000 0 0 1 0 0 0 0 4 0 9 0 7:45 AM 0 1 0 1 0 0 2 1 0 0 0 1 0 10 33 8:15 AM 0 1 0 1 0 0 0 3 0 1 10 27 8:00 AM 0 0 2 2 0 0 1 3 1 0 0 3 0 8 37 8:30 AM 0 0 1 1 0 2 1 1 0 0 0 1 0001201 0 0 1 1 0 4 0 6 0 17 45 8:45 AM 0 1 2 2 0 0 2 2 2 0 18 53200050 0 23 1 80 0 Peak Hour 0 2 2 6 3 0 9 15 3 1Count Total 0 3 5 9 0 3 5 0 07:00 AM RT 37 0 Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min Total Rolling One Hour 8 1 1 0 9 0003203 RTTHLT RTTHLTRT 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 2 8:45 AM 0 0 0 0 1 8:30 AM 1001000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 310010000 Peak Hour 0 2Count Total 0 THLT 1001000 3 00010 1 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 235 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 2 6 0 2 1 0 0 14 3 Date: 02-12-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.0%0.96 TOTAL 0.6%0.98 TH RT WB 0.0%0.95 NB 0.6%0.91 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.7%0.93 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min TotalUTLTTHRT 0 30 107 45 0 142 37 93 33 838 0 4:15 PM 0 44 60 63 40 0 150 140 32 14:00 PM 1 40 56 66 0 41 108 39 93 39 864 0 4:45 PM 0 28 65 82 28 0 173 167 38 0 832 0 4:30 PM 2 24 77 64 0 30 90 158 30 4 29 90 30 916 3,450 5:00 PM 0 38 63 73 0 45 110 174 43 3 24 84 34049102430185 0 42 120 54 0 163 31 101 37 907 3,519 5:15 PM 1 37 67 82 42 0 171 160 34 2 41 106 34 974 3,771 5:45 PM 0 29 88 58 36 0 175 208 47 3 974 3,661 5:30 PM 1 41 76 44 0 44 118 171 53 2 29 116 37 952 3,8071844704110445058115390144 Count Total 5 281 552 532 0 339 870 271 787 289 7,257 0 Peak Hour All 2 145 294 327 0 1,303 1,362 324 15 0 0 6 1 22 0000181 153 3,807 0 HV 0 0 3 2 0 0 653 723 181 7 142 42725701894631710 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%0%0%1%1%1%0%0%0%-0%1%HV%0%0%1%1%- 0 0 4:15 PM 2 0 6 1 9 0 0 0 0 0 0 0 3 West North South 4:00 PM 3 0 0 3 6 0 EB WB NB SB Total East 4:45 PM 2 0 2 3 7 0 0 0 4 2 0 0 4:30 PM 0 1 3 6 10 0 0 0 1 0 1 0 1 1 1 0 5:15 PM 0 0 2 2 4 0 0 0 0 0 2 0 1 0 0 0 5:00 PM 3 0 2 2 7 2 0 0 0 0 0 0 5:45 PM 1 0 3 1 5 0 1 0 0 0 0 0 5:30 PM 1 0 3 2 6 0 0 1 0 0 0 0 0 1 0 0 0000000 5 0 Peak Hour 5 0 10 7 22 2 0 0 2 0 4 0 9Count Total 12 1 21 20 54 2 0103012 1 0 1 0000100 0 0 2 01 0N Skyline Blvd Westborough Blvd Westborough Blvd Skyline BlvdWestborough Blvd Skyline Blvd3,807TEV: 0.98PHF:1534271427291,0467171 463 189 823 6170 1817236531,5578730257 294 145 698 1,271 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 236 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min Total Rolling One HourEastboundWestbound 0 3 0 6 0 4:15 PM 0 0 1 1 0 0 0 0 0 0 TH RT 4:00 PM 0 0 2 1 0 0 0 UT LT TH RT UT LT 9 0 4:30 PM 0 0 0 0 0 1 0 4 0 0 0 1 0000002 0 0 0 0 0 0 2 3 1 10 0 4:45 PM 0 1 1 0 0 0 1 2 0 0 0 2 0 7 33 5:15 PM 0 0 0 0 0 0 1 1 0 0 7 32 5:00 PM 0 0 1 2 0 0 0 2 0 0 0 2 1 4 28 5:30 PM 0 0 1 0 0 0 0 2 0 0 0 2 0000000 0 0 0 0 0 0 0 1 1 6 24 5:45 PM 0 0 1 0 0 0 0 2 1 0 5 22300010 2 15 3 54 0 Peak Hour 0 0 3 2 0 0 4 16 1 0Count Total 0 1 7 4 0 1 0 0 04:00 PM RT 22 0 Interval Start Westborough Blvd Westborough Blvd Skyline Blvd Skyline Blvd 15-min Total Rolling One Hour 8 1 0 0 6 1000001 RTTHLT RTTHLTRT 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000014:15 PM 0 0 0 0 0 0 1 3 5:45 PM 0 1 0 0 2 5:30 PM 0000000 2 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 300000000 Peak Hour 0 0Count Total 0 THLT 3000001 4 00020 0 0 0 0 0000 1 0 0 00 0 THLT 00000000 0 01 0 0 0 0 0 0 0 0 0 101 0 0 0 101 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com 237 Appendix B Intersection Level of Service Calculations 238 HCM Unsignalized Intersection Capacity Analysis 1: Gellert Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 335 183 102 150 108 69 92 66 182 229 42 Future Volume (vph) 29 335 183 102 150 108 69 92 66 182 229 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 32 364 199 111 163 117 75 100 72 198 249 46 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 396 199 274 117 75 172 198 295 Volume Left (vph) 32 0 111 0 75 0 198 0 Volume Right (vph) 0 199 0 117 0 72 0 46 Hadj (s) 0.07 -0.67 0.24 -0.67 0.53 -0.26 0.53 -0.08 Departure Headway (s) 7.8 7.0 8.3 7.4 9.0 8.2 8.5 7.9 Degree Utilization, x 0.86 0.39 0.63 0.24 0.19 0.39 0.47 0.64 Capacity (veh/h) 452 497 417 468 370 408 412 441 Control Delay (s) 40.8 13.3 23.0 11.5 12.8 15.1 17.4 22.8 Approach Delay (s) 31.6 19.6 14.4 20.6 Approach LOS D C B C Intersection Summary Delay 23.3 Level of Service C Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 239 HCM Signalized Intersection Capacity Analysis 2: Marbella Dr/Driveway #1 & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 1 60 69 0 46 22 242 12 69 500 11 Future Volume (vph) 7 1 60 69 0 46 22 242 12 69 500 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1783 1583 1770 1560 1770 3510 1770 3526 Flt Permitted 0.79 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1470 1583 1400 1560 1770 3510 1770 3526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 1 65 75 0 50 24 263 13 75 543 12 RTOR Reduction (vph) 0 0 58 0 45 0030010 Lane Group Flow (vph) 0 9 7 75 5 0 24 273 0 75 554 0 Confl. Peds. (#/hr) 3 2 5 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 8.1 8.1 8.1 8.1 2.7 47.6 6.7 51.6 Effective Green, g (s) 8.1 8.1 8.1 8.1 2.7 47.6 6.7 51.6 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.04 0.63 0.09 0.69 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 158 170 151 168 63 2227 158 2425 v/s Ratio Prot 0.00 0.01 0.08 c0.04 c0.16 v/s Ratio Perm 0.01 0.00 c0.05 v/c Ratio 0.06 0.04 0.50 0.03 0.38 0.12 0.47 0.23 Uniform Delay, d1 30.0 30.0 31.5 29.9 35.3 5.4 32.5 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 0.9 0.0 1.4 0.1 0.8 0.2 Delay (s) 30.1 30.0 32.5 30.0 36.7 5.5 33.3 4.6 Level of Service CCCC DA CA Approach Delay (s) 30.0 31.5 8.0 8.0 Approach LOS C C A A Intersection Summary HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 240 HCM Signalized Intersection Capacity Analysis 3: Gellert Blvd & Mc Donalds 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 2 112 123 9 52 106 202 50 47 529 53 Future Volume (vph) 22 2 112 123 9 52 106 202 50 47 529 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1780 1563 1770 3539 1583 1770 3483 Flt Permitted 0.73 1.00 0.72 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1364 1583 1345 1563 1770 3539 1583 1770 3483 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 2 122 134 10 57 115 220 54 51 575 58 RTOR Reduction (vph) 0 0 101 0 0 47 0 0 23 0 9 0 Lane Group Flow (vph) 0 26 21 0 144 10 115 220 31 51 624 0 Confl. Peds. (#/hr) 1 2 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Effective Green, g (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.12 0.57 0.57 0.07 0.52 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 239 277 235 274 204 2019 903 122 1827 v/s Ratio Prot c0.06 c0.06 0.03 c0.18 v/s Ratio Perm 0.02 0.01 c0.11 0.01 0.02 v/c Ratio 0.11 0.08 0.61 0.04 0.56 0.11 0.03 0.42 0.34 Uniform Delay, d1 22.5 22.4 24.8 22.2 27.2 6.4 6.1 29.0 8.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 3.3 0.0 2.1 0.1 0.1 0.8 0.5 Delay (s) 22.6 22.4 28.1 22.3 29.3 6.5 6.2 29.8 9.5 Level of Service C C C C C A A C A Approach Delay (s) 22.5 26.4 13.2 11.0 Approach LOS C C B B Intersection Summary HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 241 HCM Signalized Intersection Capacity Analysis 4: Junipero Serra Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 237 132 283 162 87 118 124 216 96 109 652 146 Future Volume (vph) 237 132 283 162 87 118 124 216 96 109 652 146 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 258 143 308 176 95 128 135 235 104 118 709 159 RTOR Reduction (vph) 0 0 262 0 0 113 0 0 71 0 0 109 Lane Group Flow (vph) 258 143 46 176 95 15 135 235 33 118 709 50 Confl. Peds. (#/hr) 3 5 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Actuated Green, G (s) 15.2 10.3 10.3 13.5 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Effective Green, g (s) 15.2 10.3 10.3 13.5 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Actuated g/C Ratio 0.20 0.14 0.14 0.18 0.12 0.12 0.13 0.32 0.32 0.12 0.31 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 361 257 216 321 215 180 223 1136 497 206 1103 493 v/s Ratio Prot c0.15 0.08 c0.10 0.05 c0.08 0.07 0.07 c0.20 v/s Ratio Perm 0.03 0.01 0.02 0.03 v/c Ratio 0.71 0.56 0.21 0.55 0.44 0.08 0.61 0.21 0.07 0.57 0.64 0.10 Uniform Delay, d1 27.6 29.9 28.5 27.7 30.7 29.4 30.7 18.4 17.5 31.1 22.0 18.2 Progression 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 Incremental Delay, d2 5.5 1.5 0.2 1.0 0.5 0.1 3.2 0.4 0.3 2.4 2.9 0.4 Delay (s) 33.1 31.4 28.6 28.7 31.2 29.4 33.9 18.8 17.8 33.5 24.9 18.6 Level of Service CCCCCCCBBCCB Approach Delay (s) 30.8 29.5 22.9 24.9 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 74.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 242 HCM Unsignalized Intersection Capacity Analysis 5: Junipero Serra Blvd & Arroyo Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 142 54 382 68 61 1036 Future Volume (Veh/h) 142 54 382 68 61 1036 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 154 59 415 74 66 1126 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 1147 244 489 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1116 198 447 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 17 93 94 cM capacity (veh/h) 186 796 1091 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 213 277 212 66 563 563 Volume Left 154 0 0 66 0 0 Volume Right 59 0 74 0 0 0 cSH 236 1700 1700 1091 1700 1700 Volume to Capacity 0.90 0.16 0.12 0.06 0.33 0.33 Queue Length 95th (ft) 190 00500 Control Delay (s) 79.6 0.0 0.0 8.5 0.0 0.0 Lane LOS F A Approach Delay (s) 79.6 0.0 0.5 Approach LOS F Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 243 HCM Signalized Intersection Capacity Analysis 6: Skyline Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 641 643 203 289 96 189 335 114 220 823 266 Future Volume (vph) 192 641 643 203 289 96 189 335 114 220 823 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.85 1.00 0.96 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3238 1426 1770 3394 3433 3404 1770 3393 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3238 1426 1770 3394 3433 3404 1770 3393 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 697 699 221 314 104 205 364 124 239 895 289 RTOR Reduction (vph) 0 32 54 0 28 0 0 29 0 0 27 0 Lane Group Flow (vph) 209 931 379 221 390 0 205 459 0 239 1157 0 Confl. Peds. (#/hr) 1 3 8 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 52316 38 74 Permitted Phases 2 Actuated Green, G (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Effective Green, g (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Actuated g/C Ratio 0.13 0.28 0.37 0.12 0.27 0.09 0.31 0.14 0.35 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 231 902 529 219 918 317 1040 239 1182 v/s Ratio Prot 0.12 c0.29 0.07 c0.12 0.11 0.06 0.13 c0.14 c0.34 v/s Ratio Perm 0.20 v/c Ratio 0.90 1.03 0.72 1.01 0.43 0.65 0.44 1.00 0.98 Uniform Delay, d1 49.0 41.3 30.8 50.1 34.4 50.1 31.9 49.5 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 38.6 4.6 63.2 1.4 4.5 0.3 58.2 21.0 Delay (s) 83.5 79.9 35.4 113.3 35.8 54.6 32.2 107.7 57.9 Level of Service F E D F D D C F E Approach Delay (s) 68.4 62.6 38.8 66.3 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay 62.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 114.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 244 HCM Signalized Intersection Capacity Analysis 7: Westborough Blvd & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 1592 20 140 864 165 55 64 313 561 71 132 Future Volume (vph) 129 1592 20 140 864 165 55 64 313 561 71 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3260 1534 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3260 1534 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 140 1730 22 152 939 179 60 70 340 610 77 143 RTOR Reduction (vph)010001190014100112 Lane Group Flow (vph) 140 1751 0 152 939 60 60 70 199 305 382 31 Confl. Peds. (#/hr) 5 10 15 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 13.3 39.5 10.6 36.8 36.8 18.0 18.0 18.0 24.1 24.1 24.1 Effective Green, g (s) 13.3 39.5 10.6 36.8 36.8 18.0 18.0 18.0 24.1 24.1 24.1 Actuated g/C Ratio 0.12 0.36 0.10 0.33 0.33 0.16 0.16 0.16 0.22 0.22 0.22 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 1822 170 1701 516 289 304 259 352 714 336 v/s Ratio Prot 0.08 c0.35 c0.09 0.18 0.03 0.04 c0.19 0.12 v/s Ratio Perm 0.04 c0.13 0.02 v/c Ratio 0.65 0.96 0.89 0.55 0.12 0.21 0.23 0.77 0.87 0.54 0.09 Uniform Delay, d1 46.2 34.5 49.1 29.9 25.3 39.8 40.0 44.0 41.4 38.0 34.2 Progression Factor 1.00 1.00 0.83 0.72 0.76 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 13.7 38.4 1.2 0.4 1.6 1.8 19.6 19.5 0.8 0.1 Delay (s) 53.2 48.2 79.4 22.7 19.6 41.5 41.7 63.6 60.9 38.8 34.4 Level of Service D D E C B D D E E D C Approach Delay (s) 48.5 29.0 57.5 46.1 Approach LOS D C E D Intersection Summary HCM 2000 Control Delay 43.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 245 HCM Signalized Intersection Capacity Analysis 8: Westborough Blvd & I-280 SB Off-Ramp 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 1684 950 0 368 219 Future Volume (vph) 0 1684 950 0 368 219 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1830 1033 0 400 238 RTOR Reduction (vph)000000 Lane Group Flow (vph) 0 1830 1033 0 400 238 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 36.9 36.9 9.0 55.0 Effective Green, g (s) 36.9 36.9 9.0 55.0 Actuated g/C Ratio 0.67 0.67 0.16 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 2374 2374 561 1583 v/s Ratio Prot c0.52 0.29 c0.12 v/s Ratio Perm 0.15 v/c Ratio 0.77 0.44 0.71 0.15 Uniform Delay, d1 6.2 4.2 21.8 0.0 Progression Factor 2.06 0.78 1.00 1.00 Incremental Delay, d2 1.1 0.3 3.6 0.2 Delay (s) 13.8 3.6 25.3 0.2 Level of Service B A C A Approach Delay (s) 13.8 3.6 16.0 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 246 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 14 100 1238 500 157 488 368 92 357 217 258 278 Future Volume (vph) 14 100 1238 500 157 488 368 92 357 217 258 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3168 1441 1770 1610 3357 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3168 1441 1770 1610 3357 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 109 1346 543 171 530 400 100 388 236 280 302 RTOR Reduction (vph) 0 0 0 75 0 1 0 54 0 0 0 140 Lane Group Flow (vph) 0 124 1346 468 171 939 0 36 388 168 348 162 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Effective Green, g (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Actuated g/C Ratio 0.10 0.41 0.41 0.09 0.40 0.40 0.19 0.19 0.19 0.19 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 172 1447 647 152 1261 573 329 300 625 295 v/s Ratio Prot 0.07 c0.38 c0.10 0.30 c0.22 0.10 0.10 v/s Ratio Perm 0.30 0.02 0.10 v/c Ratio 0.72 0.93 0.72 1.12 0.74 0.06 1.18 0.56 0.56 0.55 Uniform Delay, d1 48.2 31.0 27.3 50.2 28.3 20.4 44.8 40.7 40.6 40.6 Progression Factor 1.06 0.82 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.1 8.3 4.5 110.5 4.0 0.2 107.7 2.9 1.3 2.6 Delay (s) 60.2 33.6 26.2 160.8 32.3 20.6 152.4 43.5 42.0 43.2 Level of Service E C C F C C F D D D Approach Delay (s) 33.3 49.8 78.0 Approach LOS C D E Intersection Summary HCM 2000 Control Delay 82.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 247 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 289 682 105 102 Future Volume (vph) 289 682 105 102 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 314 741 114 111 RTOR Reduction (vph)0000 Lane Group Flow (vph) 314 741 114 111 Turn Type Split NA Perm Free Protected Phases 8 8 Permitted Phases 8 Free Actuated Green, G (s) 16.0 16.0 16.0 110.0 Effective Green, g (s) 16.0 16.0 16.0 110.0 Actuated g/C Ratio 0.15 0.15 0.15 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 257 514 230 1583 v/s Ratio Prot 0.18 c0.21 v/s Ratio Perm 0.07 c0.07 v/c Ratio 1.22 1.44 0.50 0.07 Uniform Delay, d1 47.0 47.0 43.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 129.5 209.6 1.7 0.1 Delay (s) 176.5 256.6 45.0 0.1 Level of Service F F D A Approach Delay (s) 195.9 Approach LOS F Intersection Summary 248 HCM Signalized Intersection Capacity Analysis 10: W Orange Ave/Camaritas Ave & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1577 163 42 924 188 16 2 18 144 84 165 Future Volume (vph) 65 1577 163 42 924 188 16 2 18 144 84 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 71 1714 177 46 1004 204 17 2 20 157 91 179 RTOR Reduction (vph) 0 0 25 0 0 57 0 19 0 0 0 116 Lane Group Flow (vph) 71 1714 152 46 1004 147 17 3 0 122 126 63 Confl. Peds. (#/hr) 2 2 3 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Effective Green, g (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Actuated g/C Ratio 0.07 0.67 0.67 0.06 0.65 0.65 0.05 0.05 0.11 0.11 0.11 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 130 2361 1056 99 2297 1012 84 76 182 189 169 v/s Ratio Prot c0.04 c0.48 0.03 0.28 c0.01 0.00 c0.07 0.07 v/s Ratio Perm 0.10 0.09 0.04 v/c Ratio 0.55 0.73 0.14 0.46 0.44 0.15 0.20 0.04 0.67 0.67 0.37 Uniform Delay, d1 67.0 16.1 9.2 68.6 12.9 10.2 68.6 68.1 64.3 64.2 62.1 Progression Factor 1.00 1.00 1.00 1.27 0.87 1.29 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.0 0.3 0.7 0.3 0.2 0.4 0.1 7.4 6.7 0.5 Delay (s) 69.5 18.1 9.5 88.0 11.5 13.3 69.1 68.2 71.7 70.9 62.6 Level of Service E B A F BBEE EEE Approach Delay (s) 19.2 14.6 68.6 67.7 Approach LOS BBEE Intersection Summary HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 249 HCM Signalized Intersection Capacity Analysis 11: El Camino Real & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_AM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 914 536 354 674 131 430 494 252 200 722 50 Future Volume (vph) 289 914 536 354 674 131 430 494 252 200 722 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 314 993 583 385 733 142 467 537 274 217 785 54 RTOR Reduction (vph) 0 0 198 0 0 84 0 0 171 0 0 37 Lane Group Flow (vph) 314 993 385 385 733 58 467 537 103 217 785 17 Confl. Peds. (#/hr)1735 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Actuated Green, G (s) 28.4 44.8 44.8 18.6 35.0 35.0 22.2 56.6 56.6 12.0 46.4 46.4 Effective Green, g (s) 28.4 44.8 44.8 18.6 35.0 35.0 22.2 56.6 56.6 12.0 46.4 46.4 Actuated g/C Ratio 0.19 0.30 0.30 0.12 0.23 0.23 0.15 0.38 0.38 0.08 0.31 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 335 1056 466 425 825 361 508 1335 588 274 1572 481 v/s Ratio Prot 0.18 c0.28 0.11 c0.21 c0.14 0.15 0.06 c0.15 v/s Ratio Perm 0.25 0.04 0.07 0.01 v/c Ratio 0.94 0.94 0.83 0.91 0.89 0.16 0.92 0.40 0.18 0.79 0.50 0.03 Uniform Delay, d1 59.9 51.3 49.0 64.8 55.6 45.8 63.0 34.3 31.1 67.8 42.3 36.2 Progression Factor 0.85 0.89 1.26 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.6 12.1 8.2 22.0 11.2 0.1 21.3 0.9 0.7 13.5 1.1 0.1 Delay (s) 77.4 58.0 70.0 86.8 66.8 45.9 84.3 35.2 31.8 81.3 43.4 36.3 Level of Service E E E F E D F D C F D D Approach Delay (s) 64.9 70.5 52.4 50.9 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 60.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 96.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 250 HCM Unsignalized Intersection Capacity Analysis 1: Gellert Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 27 143 130 112 318 225 179 213 139 55 203 54 Future Volume (vph) 27 143 130 112 318 225 179 213 139 55 203 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 29 155 141 122 346 245 195 232 151 60 221 59 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 184 141 468 245 195 383 60 280 Volume Left (vph) 29 0 122 0 195 0 60 0 Volume Right (vph) 0 141 0 245 0 151 0 59 Hadj (s) 0.11 -0.67 0.16 -0.67 0.53 -0.24 0.53 -0.11 Departure Headway (s) 8.9 8.1 8.3 7.5 8.8 8.0 9.1 8.5 Degree Utilization, x 0.45 0.32 1.08 0.51 0.47 0.85 0.15 0.66 Capacity (veh/h) 395 429 428 463 396 444 382 409 Control Delay (s) 17.8 13.6 94.6 16.8 18.2 41.1 12.6 25.6 Approach Delay (s) 16.0 67.9 33.4 23.3 Approach LOS C F D C Intersection Summary Delay 41.3 Level of Service E Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 251 HCM Signalized Intersection Capacity Analysis 2: Marbella Dr/Driveway #1 & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 15 133 4 121 44 425 19 114 319 12 Future Volume (vph) 5 1 15 133 4 121 44 425 19 114 319 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1788 1583 1770 1572 1770 3513 1770 3517 Flt Permitted 0.83 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1555 1583 1404 1572 1770 3513 1770 3517 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 1 16 145 4 132 48 462 21 124 347 13 RTOR Reduction (vph) 0 0 13 0 110 0030020 Lane Group Flow (vph) 0 6 3 145 26 0 48 480 0 124 358 0 Confl. Peds. (#/hr) 1 1 2 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 12.7 12.7 12.7 12.7 4.6 38.9 10.8 45.1 Effective Green, g (s) 12.7 12.7 12.7 12.7 4.6 38.9 10.8 45.1 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.06 0.52 0.14 0.60 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 263 268 237 266 108 1822 254 2114 v/s Ratio Prot 0.02 0.03 c0.14 c0.07 0.10 v/s Ratio Perm 0.00 0.00 c0.10 v/c Ratio 0.02 0.01 0.61 0.10 0.44 0.26 0.49 0.17 Uniform Delay, d1 26.0 25.9 28.9 26.3 34.0 10.1 29.6 6.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 3.3 0.1 1.1 0.4 0.5 0.2 Delay (s) 26.0 25.9 32.1 26.4 35.0 10.4 30.1 6.8 Level of Service CCCC DB CA Approach Delay (s) 25.9 29.3 12.6 12.8 Approach LOS C C B B Intersection Summary HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 252 HCM Signalized Intersection Capacity Analysis 3: Gellert Blvd & Mc Donalds 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 41 4 94 270 10 129 89 456 116 69 377 21 Future Volume (vph) 41 4 94 270 10 129 89 456 116 69 377 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1777 1541 1770 3539 1545 1770 3506 Flt Permitted 0.65 1.00 0.70 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1206 1583 1300 1541 1770 3539 1545 1770 3506 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 45 4 102 293 11 140 97 496 126 75 410 23 RTOR Reduction (vph) 0 0 73 0 0 100 0 0 68 0 6 0 Lane Group Flow (vph) 0 49 29 0 304 40 97 496 58 75 427 0 Confl. Peds. (#/hr) 17 4 5 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 18.7 18.7 18.7 18.7 5.7 30.1 30.1 4.2 28.6 Effective Green, g (s) 18.7 18.7 18.7 18.7 5.7 30.1 30.1 4.2 28.6 Actuated g/C Ratio 0.29 0.29 0.29 0.29 0.09 0.46 0.46 0.06 0.44 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 346 455 374 443 155 1638 715 114 1542 v/s Ratio Prot c0.05 c0.14 0.04 0.12 v/s Ratio Perm 0.04 0.02 c0.23 0.03 0.04 v/c Ratio 0.14 0.06 0.81 0.09 0.63 0.30 0.08 0.66 0.28 Uniform Delay, d1 17.2 16.8 21.5 16.9 28.6 10.9 9.7 29.7 11.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 12.0 0.0 5.6 0.5 0.2 10.0 0.4 Delay (s) 17.3 16.8 33.6 17.0 34.2 11.4 10.0 39.7 12.1 Level of Service B B C B C B A D B Approach Delay (s) 17.0 28.3 14.2 16.1 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 253 HCM Signalized Intersection Capacity Analysis 4: Junipero Serra Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 167 69 100 81 81 86 326 507 138 133 310 251 Future Volume (vph) 167 69 100 81 81 86 326 507 138 133 310 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1560 1770 1863 1563 1770 3539 1583 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1560 1770 1863 1563 1770 3539 1583 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 182 75 109 88 88 93 354 551 150 145 337 273 RTOR Reduction (vph) 0 0 94 0 0 82 0 0 90 0 0 152 Lane Group Flow (vph) 182 75 15 88 88 11 354 551 60 145 337 121 Confl. Peds. (#/hr) 4 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Actuated Green, G (s) 9.5 10.6 10.6 8.0 9.1 9.1 18.5 31.0 31.0 10.5 23.0 23.0 Effective Green, g (s) 9.5 10.6 10.6 8.0 9.1 9.1 18.5 31.0 31.0 10.5 23.0 23.0 Actuated g/C Ratio 0.12 0.14 0.14 0.10 0.12 0.12 0.24 0.40 0.40 0.13 0.29 0.29 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 215 252 211 181 217 182 419 1404 628 237 1042 466 v/s Ratio Prot c0.10 0.04 c0.05 0.05 c0.20 c0.16 0.08 0.10 v/s Ratio Perm 0.01 0.01 0.04 0.08 v/c Ratio 0.85 0.30 0.07 0.49 0.41 0.06 0.84 0.39 0.09 0.61 0.32 0.26 Uniform Delay, d1 33.6 30.4 29.4 33.1 32.0 30.7 28.4 16.8 14.8 31.9 21.5 21.0 Progression 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 Incremental Delay, d2 24.3 0.2 0.1 0.8 0.5 0.1 13.9 0.8 0.3 3.3 0.8 1.3 Delay (s) 57.9 30.6 29.5 33.9 32.4 30.7 42.3 17.6 15.1 35.1 22.3 22.4 Level of Service E CCCCCDBBDCC Approach Delay (s) 43.9 32.3 25.6 24.8 Approach LOS DCCC Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 78.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 254 HCM Unsignalized Intersection Capacity Analysis 5: Junipero Serra Blvd & Arroyo Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 104 62 909 168 46 445 Future Volume (Veh/h) 104 62 909 168 46 445 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 113 67 988 183 50 484 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.82 0.82 0.82 vC, conflicting volume 1422 586 1171 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1075 56 770 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 31 92 93 cM capacity (veh/h) 163 819 689 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 180 659 512 50 242 242 Volume Left 113 0 0 50 0 0 Volume Right 67 0 183 0 0 0 cSH 232 1700 1700 689 1700 1700 Volume to Capacity 0.78 0.39 0.30 0.07 0.14 0.14 Queue Length 95th (ft) 139 00600 Control Delay (s) 59.2 0.0 0.0 10.6 0.0 0.0 Lane LOS F B Approach Delay (s) 59.2 0.0 1.0 Approach LOS F Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 255 HCM Signalized Intersection Capacity Analysis 6: Skyline Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 147 294 257 189 463 171 653 723 181 149 427 153 Future Volume (vph) 147 294 257 189 463 171 653 723 181 149 427 153 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 0.85 1.00 0.96 1.00 0.97 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3274 1441 1770 3383 3433 3433 1770 3388 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3274 1441 1770 3383 3433 3433 1770 3388 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 160 320 279 205 503 186 710 786 197 162 464 166 RTOR Reduction (vph) 0 22 64 0 32 0 0 20 0 0 33 0 Lane Group Flow (vph) 160 393 120 205 657 0 710 963 0 162 597 0 Confl. Peds. (#/hr) 2 1 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 52316 38 74 Permitted Phases 2 Actuated Green, G (s) 11.4 27.4 51.1 13.7 29.6 23.7 37.1 13.7 27.1 Effective Green, g (s) 11.4 27.4 51.1 13.7 29.6 23.7 37.1 13.7 27.1 Actuated g/C Ratio 0.10 0.25 0.47 0.12 0.27 0.22 0.34 0.12 0.25 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 183 817 670 220 911 741 1159 220 836 v/s Ratio Prot 0.09 0.12 0.04 c0.12 c0.19 c0.21 c0.28 0.09 0.18 v/s Ratio Perm 0.04 v/c Ratio 0.87 0.48 0.18 0.93 0.72 0.96 0.83 0.74 0.71 Uniform Delay, d1 48.5 35.1 17.1 47.6 36.4 42.6 33.5 46.3 37.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 33.9 2.0 0.1 41.9 4.9 23.0 5.2 12.1 2.9 Delay (s) 82.4 37.2 17.2 89.5 41.3 65.6 38.7 58.4 40.7 Level of Service F D B F D E D E D Approach Delay (s) 41.9 52.3 50.0 44.3 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 47.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 109.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 256 HCM Signalized Intersection Capacity Analysis 7: Westborough Blvd & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 182 770 28 196 1425 409 42 70 150 456 83 202 Future Volume (vph) 182 770 28 196 1425 409 42 70 150 456 83 202 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5056 1770 5085 1534 1770 1863 1559 1610 3270 1542 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5056 1770 5085 1534 1770 1863 1559 1610 3270 1542 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 198 837 30 213 1549 445 46 76 163 496 90 220 RTOR Reduction (vph)030002900013600176 Lane Group Flow (vph) 198 864 0 213 1549 155 46 76 27 248 338 44 Confl. Peds. (#/hr) 4 15 2 11 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 14.0 34.4 18.0 38.4 38.4 17.9 17.9 17.9 21.9 21.9 21.9 Effective Green, g (s) 14.0 34.4 18.0 38.4 38.4 17.9 17.9 17.9 21.9 21.9 21.9 Actuated g/C Ratio 0.13 0.31 0.16 0.35 0.35 0.16 0.16 0.16 0.20 0.20 0.20 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 225 1581 289 1775 535 288 303 253 320 651 306 v/s Ratio Prot c0.11 0.17 0.12 c0.30 0.03 c0.04 c0.15 0.10 v/s Ratio Perm 0.10 0.02 0.03 v/c Ratio 0.88 0.55 0.74 0.87 0.29 0.16 0.25 0.10 0.78 0.52 0.14 Uniform Delay, d1 47.2 31.3 43.7 33.5 25.9 39.6 40.2 39.2 41.7 39.3 36.3 Progression Factor 1.00 1.00 1.18 0.96 1.88 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 30.3 1.4 4.5 3.0 0.6 1.2 2.0 0.8 11.1 0.7 0.2 Delay (s) 77.5 32.7 56.1 35.2 49.5 40.8 42.2 40.1 52.9 40.0 36.5 Level of Service E C E DDDDDDDD Approach Delay (s) 41.0 40.1 40.7 43.0 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 257 HCM Signalized Intersection Capacity Analysis 8: Westborough Blvd & I-280 SB Off-Ramp 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 865 1588 0 642 679 Future Volume (vph) 0 865 1588 0 642 679 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 940 1726 0 698 738 RTOR Reduction (vph)000000 Lane Group Flow (vph) 0 940 1726 0 698 738 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 25.5 25.5 20.4 55.0 Effective Green, g (s) 25.5 25.5 20.4 55.0 Actuated g/C Ratio 0.46 0.46 0.37 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 1640 1640 1273 1583 v/s Ratio Prot 0.27 c0.49 0.20 v/s Ratio Perm c0.47 v/c Ratio 0.57 1.05 0.55 0.47 Uniform Delay, d1 10.8 14.8 13.7 0.0 Progression Factor 0.50 1.62 1.00 1.00 Incremental Delay, d2 1.2 25.4 1.7 1.0 Delay (s) 6.6 49.3 15.4 1.0 Level of Service A D B A Approach Delay (s) 6.6 49.3 8.0 Approach LOS A D A Intersection Summary HCM 2000 Control Delay 25.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 258 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 12 179 875 392 214 707 257 219 780 93 679 193 Future Volume (vph) 12 179 875 392 214 707 257 219 780 93 679 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.96 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3246 1441 1770 1610 3388 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3246 1441 1770 1610 3388 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 195 951 426 233 768 279 238 848 101 738 210 RTOR Reduction (vph) 0 0 0 83 0 1 0 77 0 0 0 117 Lane Group Flow (vph) 0 208 951 343 233 1070 0 137 848 91 748 93 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 10.8 31.0 31.0 11.8 32.0 32.0 34.5 34.5 34.5 34.5 Effective Green, g (s) 10.8 31.0 31.0 11.8 32.0 32.0 34.5 34.5 34.5 34.5 Actuated g/C Ratio 0.10 0.28 0.28 0.11 0.29 0.29 0.31 0.31 0.31 0.31 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 173 997 446 189 944 419 555 504 1062 496 v/s Ratio Prot 0.12 0.27 c0.13 c0.33 c0.48 0.06 0.22 v/s Ratio Perm 0.22 0.09 0.06 v/c Ratio 1.20 0.95 0.77 1.23 1.13 0.33 1.53 0.18 0.70 0.19 Uniform Delay, d1 49.6 38.8 36.2 49.1 39.0 30.6 37.8 27.5 33.3 27.5 Progression Factor 1.03 0.85 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 127.8 17.1 10.2 142.0 73.2 2.1 246.6 0.2 2.3 0.2 Delay (s) 178.6 50.2 40.0 191.1 112.2 32.6 284.4 27.7 35.6 27.8 Level of Service F D D F F C F C D C Approach Delay (s) 64.3 113.1 145.5 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 103.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.25 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 108.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 259 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 153 235 101 60 Future Volume (vph) 153 235 101 60 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 166 255 110 65 RTOR Reduction (vph)0000 Lane Group Flow (vph) 166 255 110 65 Turn Type Split NA Prot Free Protected Phases 8 8 8 Permitted Phases Free Actuated Green, G (s) 13.7 13.7 13.7 110.0 Effective Green, g (s) 13.7 13.7 13.7 110.0 Actuated g/C Ratio 0.12 0.12 0.12 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 220 440 197 1583 v/s Ratio Prot c0.09 0.07 0.07 v/s Ratio Perm c0.04 v/c Ratio 0.75 0.58 0.56 0.04 Uniform Delay, d1 46.5 45.4 45.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 1.9 3.4 0.0 Delay (s) 60.2 47.3 48.7 0.0 Level of Service E D D A Approach Delay (s) 46.0 Approach LOS D Intersection Summary 260 HCM Signalized Intersection Capacity Analysis 10: W Orange Ave/Camaritas Ave & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 996 110 47 1141 308 62 11 40 75 31 194 Future Volume (vph) 115 996 110 47 1141 308 62 11 40 75 31 194 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (prot) 1770 3539 1547 1770 3539 1559 1770 1624 1681 1733 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1770 3539 1547 1770 3539 1559 1770 1624 1681 1733 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 125 1083 120 51 1240 335 67 12 43 82 34 211 RTOR Reduction (vph) 0 0 26 0 0 86 0 39 0 0 0 192 Lane Group Flow (vph) 125 1083 94 51 1240 249 67 16 0 57 59 19 Confl. Peds. (#/hr)1233 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 16.0 97.7 97.7 8.5 90.2 90.2 12.5 12.5 13.3 13.3 13.3 Effective Green, g (s) 16.0 97.7 97.7 8.5 90.2 90.2 12.5 12.5 13.3 13.3 13.3 Actuated g/C Ratio 0.11 0.65 0.65 0.06 0.60 0.60 0.08 0.08 0.09 0.09 0.09 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 188 2305 1007 100 2128 937 147 135 149 153 138 v/s Ratio Prot c0.07 0.31 0.03 c0.35 c0.04 0.01 0.03 c0.03 v/s Ratio Perm 0.06 0.16 0.01 v/c Ratio 0.66 0.47 0.09 0.51 0.58 0.27 0.46 0.12 0.38 0.39 0.14 Uniform Delay, d1 64.4 13.1 9.7 68.7 18.3 14.2 65.5 63.6 64.5 64.5 63.0 Progression Factor 1.00 1.00 1.00 1.09 1.32 1.89 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 0.7 0.2 1.0 0.7 0.4 0.8 0.1 0.6 0.6 0.2 Delay (s) 71.1 13.8 9.9 76.0 24.8 27.2 66.3 63.8 65.1 65.1 63.2 Level of Service EBAECCEE EEE Approach Delay (s) 18.9 26.9 65.2 63.9 Approach LOS B C E E Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 261 HCM Signalized Intersection Capacity Analysis 11: El Camino Real & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Existing_PM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 172 568 371 295 719 150 633 892 359 205 650 144 Future Volume (vph) 172 568 371 295 719 150 633 892 359 205 650 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.97 1.00 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1552 3433 3539 1542 3433 3539 1554 3433 5085 1561 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1552 3433 3539 1542 3433 3539 1554 3433 5085 1561 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 187 617 403 321 782 163 688 970 390 223 707 157 RTOR Reduction (vph) 0 0 289 0 0 81 0 0 181 0 0 114 Lane Group Flow (vph) 187 617 114 321 782 82 688 970 209 223 707 43 Confl. Peds. (#/hr) 5 10 6 2 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Actuated Green, G (s) 17.7 39.0 39.0 17.5 38.8 38.8 34.5 63.2 63.2 12.3 41.0 41.0 Effective Green, g (s) 17.7 39.0 39.0 17.5 38.8 38.8 34.5 63.2 63.2 12.3 41.0 41.0 Actuated g/C Ratio 0.12 0.26 0.26 0.12 0.26 0.26 0.23 0.42 0.42 0.08 0.27 0.27 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 208 920 403 400 915 398 789 1491 654 281 1389 426 v/s Ratio Prot c0.11 0.17 0.09 c0.22 c0.20 c0.27 0.06 0.14 v/s Ratio Perm 0.07 0.05 0.13 0.03 v/c Ratio 0.90 0.67 0.28 0.80 0.85 0.21 0.87 0.65 0.32 0.79 0.51 0.10 Uniform Delay, d1 65.3 49.7 44.3 64.6 52.9 43.5 55.6 34.6 29.0 67.6 46.0 40.7 Progression Factor 0.88 1.28 5.36 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.9 3.6 1.6 15.6 10.0 1.2 12.7 2.2 1.3 13.4 1.3 0.5 Delay (s) 90.1 67.0 239.5 80.1 62.9 44.7 68.4 36.8 30.3 81.0 47.3 41.2 Level of Service F E F F E D E D C F D D Approach Delay (s) 128.2 65.0 46.2 53.3 Approach LOS F E D D Intersection Summary HCM 2000 Control Delay 69.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 101.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 262 HCM Unsignalized Intersection Capacity Analysis Background_AM 1: Gellert Blvd & King Dr 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 335 185 105 150 108 71 94 69 182 231 42 Future Volume (vph) 29 335 185 105 150 108 71 94 69 182 231 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 32 364 201 114 163 117 77 102 75 198 251 46 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 396 201 277 117 77 177 198 297 Volume Left (vph) 32 0 114 0 77 0 198 0 Volume Right (vph) 0 201 0 117 0 75 0 46 Hadj (s) 0.07 -0.67 0.24 -0.67 0.53 -0.26 0.53 -0.07 Departure Headway (s) 7.8 7.1 8.3 7.4 9.0 8.2 8.5 7.9 Degree Utilization, x 0.86 0.40 0.64 0.24 0.19 0.40 0.47 0.65 Capacity (veh/h) 450 494 415 466 369 408 410 439 Control Delay (s) 41.7 13.5 23.7 11.5 12.9 15.4 17.6 23.3 Approach Delay (s) 32.2 20.1 14.7 21.0 Approach LOS D C B C Intersection Summary Delay 23.7 Level of Service C Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 263 HCM Signalized Intersection Capacity Analysis Background_AM 2: Marbella Dr/Driveway #1 & Gellert Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 1 65 104 0 46 27 235 67 76 500 11 Future Volume (vph) 7 1 65 104 0 46 27 235 67 76 500 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1783 1583 1770 1560 1770 3404 1770 3526 Flt Permitted 0.81 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1509 1583 1400 1560 1770 3404 1770 3526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 1 71 113 0 50 29 255 73 83 543 12 RTOR Reduction (vph) 0 0 62 0 44 0 0 23 0 0 1 0 Lane Group Flow (vph) 0 9 9 113 6 0 29 305 0 83 554 0 Confl. Peds. (#/hr) 3 2 5 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 9.5 9.5 9.5 9.5 2.8 45.7 7.2 50.1 Effective Green, g (s) 9.5 9.5 9.5 9.5 2.8 45.7 7.2 50.1 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.04 0.61 0.10 0.67 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 191 200 177 197 66 2074 169 2355 v/s Ratio Prot 0.00 0.02 0.09 c0.05 c0.16 v/s Ratio Perm 0.01 0.01 c0.08 v/c Ratio 0.05 0.04 0.64 0.03 0.44 0.15 0.49 0.24 Uniform Delay, d1 28.8 28.8 31.1 28.7 35.3 6.3 32.2 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 5.5 0.0 1.7 0.1 0.8 0.2 Delay (s) 28.8 28.8 36.6 28.7 37.0 6.4 33.0 5.1 Level of Service C C D C D A C A Approach Delay (s) 28.8 34.2 8.9 8.8 Approach LOS C C A A Intersection Summary HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 264 HCM Signalized Intersection Capacity Analysis Background_AM 3: Gellert Blvd & Mc Donalds 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 2 112 123 9 52 106 255 50 47 571 53 Future Volume (vph) 22 2 112 123 9 52 106 255 50 47 571 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1780 1563 1770 3539 1583 1770 3487 Flt Permitted 0.73 1.00 0.72 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1364 1583 1345 1563 1770 3539 1583 1770 3487 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 2 122 134 10 57 115 277 54 51 621 58 RTOR Reduction (vph) 0 0 101 0 0 47 0 0 23 0 8 0 Lane Group Flow (vph) 0 26 21 0 144 10 115 277 31 51 671 0 Confl. Peds. (#/hr) 1 2 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Effective Green, g (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.12 0.57 0.57 0.07 0.52 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 239 277 235 274 204 2019 903 122 1829 v/s Ratio Prot c0.06 c0.08 0.03 c0.19 v/s Ratio Perm 0.02 0.01 c0.11 0.01 0.02 v/c Ratio 0.11 0.08 0.61 0.04 0.56 0.14 0.03 0.42 0.37 Uniform Delay, d1 22.5 22.4 24.8 22.2 27.2 6.5 6.1 29.0 9.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 3.3 0.0 2.1 0.1 0.1 0.8 0.6 Delay (s) 22.6 22.4 28.1 22.3 29.3 6.6 6.2 29.8 9.7 Level of Service C C C C C A A C A Approach Delay (s) 22.5 26.4 12.4 11.1 Approach LOS C C B B Intersection Summary HCM 2000 Control Delay 14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 265 HCM Signalized Intersection Capacity Analysis Background_AM 4: Junipero Serra Blvd & King Dr 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 240 132 283 162 87 118 124 216 96 109 656 149 Future Volume (vph) 240 132 283 162 87 118 124 216 96 109 656 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 261 143 308 176 95 128 135 235 104 118 713 162 RTOR Reduction (vph) 0 0 262 0 0 113 0 0 71 0 0 112 Lane Group Flow (vph) 261 143 46 176 95 15 135 235 33 118 713 50 Confl. Peds. (#/hr) 3 5 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 15.3 10.3 10.3 13.6 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Effective Green, g (s) 15.3 10.3 10.3 13.6 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Actuated g/C Ratio 0.21 0.14 0.14 0.18 0.12 0.12 0.13 0.32 0.32 0.12 0.31 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 363 257 215 323 215 179 223 1135 496 206 1102 492 v/s Ratio Prot c0.15 0.08 c0.10 0.05 c0.08 0.07 0.07 c0.20 v/s Ratio Perm 0.03 0.01 0.02 0.03 v/c Ratio 0.72 0.56 0.21 0.54 0.44 0.08 0.61 0.21 0.07 0.57 0.65 0.10 Uniform Delay, d1 27.6 30.0 28.5 27.6 30.7 29.4 30.8 18.4 17.6 31.1 22.1 18.2 Progression 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 Incremental Delay, d2 5.6 1.5 0.2 1.0 0.5 0.1 3.2 0.4 0.3 2.4 2.9 0.4 Delay (s) 33.2 31.4 28.7 28.6 31.2 29.5 34.0 18.8 17.8 33.5 25.1 18.7 Level of Service C C C C C C C B B C C B Approach Delay (s) 30.9 29.5 22.9 25.0 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 27.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 74.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 266 HCM Unsignalized Intersection Capacity Analysis Background_AM 5: Junipero Serra Blvd & Arroyo Dr 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 142 54 382 68 61 1040 Future Volume (Veh/h) 142 54 382 68 61 1040 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 154 59 415 74 66 1130 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 1149 244 489 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1118 198 447 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 17 93 94 cM capacity (veh/h) 186 796 1091 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 213 277 212 66 565 565 Volume Left 154 0 0 66 0 0 Volume Right 59 0 74 0 0 0 cSH 236 1700 1700 1091 1700 1700 Volume to Capacity 0.90 0.16 0.12 0.06 0.33 0.33 Queue Length 95th (ft) 191 0 0 5 0 0 Control Delay (s) 80.2 0.0 0.0 8.5 0.0 0.0 Lane LOS F A Approach Delay (s) 80.2 0.0 0.5 Approach LOS F Intersection Summary Average Delay 9.3 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 267 HCM Signalized Intersection Capacity Analysis Background_AM 6: Skyline Blvd & Westborough Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 645 644 211 296 101 190 336 118 222 823 266 Future Volume (vph) 192 645 644 211 296 101 190 336 118 222 823 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.85 1.00 0.96 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3238 1426 1770 3391 3433 3401 1770 3393 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3238 1426 1770 3391 3433 3401 1770 3393 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 701 700 229 322 110 207 365 128 241 895 289 RTOR Reduction (vph) 0 31 54 0 29 0 0 31 0 0 27 0 Lane Group Flow (vph) 209 936 380 229 403 0 207 462 0 241 1157 0 Confl. Peds. (#/hr) 1 3 8 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 Actuated Green, G (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Effective Green, g (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Actuated g/C Ratio 0.13 0.28 0.37 0.12 0.27 0.09 0.31 0.14 0.35 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 231 902 529 219 918 317 1039 239 1182 v/s Ratio Prot 0.12 c0.29 0.07 c0.13 0.12 0.06 0.14 c0.14 c0.34 v/s Ratio Perm 0.20 v/c Ratio 0.90 1.04 0.72 1.05 0.44 0.65 0.45 1.01 0.98 Uniform Delay, d1 49.0 41.3 30.9 50.1 34.6 50.2 31.9 49.5 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 40.2 4.6 73.3 1.5 4.8 0.3 60.4 21.0 Delay (s) 83.5 81.5 35.5 123.5 36.1 54.9 32.3 109.9 57.9 Level of Service F F D F D D C F E Approach Delay (s) 69.3 66.3 39.0 66.7 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay 63.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 114.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 268 HCM Signalized Intersection Capacity Analysis Background_AM 7: Westborough Blvd & Gellert Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 134 1605 20 140 880 218 55 65 313 598 72 136 Future Volume (vph) 134 1605 20 140 880 218 55 65 313 598 72 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3259 1534 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3259 1534 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 146 1745 22 152 957 237 60 71 340 650 78 148 RTOR Reduction (vph) 0 1 0 0 0 159 0 0 139 0 0 115 Lane Group Flow (vph) 146 1766 0 152 957 78 60 71 201 325 403 33 Confl. Peds. (#/hr) 5 10 15 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 13.5 39.0 10.6 36.1 36.1 18.0 18.0 18.0 24.6 24.6 24.6 Effective Green, g (s) 13.5 39.0 10.6 36.1 36.1 18.0 18.0 18.0 24.6 24.6 24.6 Actuated g/C Ratio 0.12 0.35 0.10 0.33 0.33 0.16 0.16 0.16 0.22 0.22 0.22 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 217 1799 170 1668 506 289 304 259 360 728 343 v/s Ratio Prot 0.08 c0.35 c0.09 0.19 0.03 0.04 c0.20 0.12 v/s Ratio Perm 0.05 c0.13 0.02 v/c Ratio 0.67 0.98 0.89 0.57 0.15 0.21 0.23 0.78 0.90 0.86dl 0.10 Uniform Delay, d1 46.1 35.1 49.1 30.6 26.1 39.8 40.0 44.1 41.5 37.8 33.9 Progression Factor 1.00 1.00 0.82 0.70 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.0 17.3 38.1 1.3 0.6 1.6 1.8 20.1 24.9 0.9 0.1 Delay (s) 54.1 52.4 78.4 22.8 18.1 41.5 41.8 64.2 66.4 38.8 34.0 Level of Service D D E C B D D E E D C Approach Delay (s) 52.5 28.2 57.9 48.2 Approach LOS D C E D Intersection Summary HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 80.6% ICU Level of Service D Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 269 HCM Signalized Intersection Capacity Analysis Background_AM 8: Westborough Blvd & I-280 SB Off-Ramp 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 1717 1003 0 384 235 Future Volume (vph) 0 1717 1003 0 384 235 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1866 1090 0 417 255 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 1866 1090 0 417 255 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 36.8 36.8 9.1 55.0 Effective Green, g (s) 36.8 36.8 9.1 55.0 Actuated g/C Ratio 0.67 0.67 0.17 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 2367 2367 568 1583 v/s Ratio Prot c0.53 0.31 c0.12 v/s Ratio Perm 0.16 v/c Ratio 0.79 0.46 0.73 0.16 Uniform Delay, d1 6.4 4.4 21.8 0.0 Progression Factor 2.03 0.83 1.00 1.00 Incremental Delay, d2 1.2 0.2 4.2 0.2 Delay (s) 14.1 3.8 26.0 0.2 Level of Service B A C A Approach Delay (s) 14.1 3.8 16.2 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 270 HCM Signalized Intersection Capacity Analysis Background_AM 9: Junipero Serra Blvd & Westborough Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 14 100 1270 502 192 518 400 92 376 217 258 288 Future Volume (vph) 14 100 1270 502 192 518 400 92 376 217 258 288 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3166 1441 1770 1610 3357 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3166 1441 1770 1610 3357 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 109 1380 546 209 563 435 100 409 236 280 313 RTOR Reduction (vph) 0 0 0 74 0 1 0 54 0 0 0 140 Lane Group Flow (vph) 0 124 1380 472 209 1007 0 36 409 168 348 173 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Effective Green, g (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Actuated g/C Ratio 0.10 0.41 0.41 0.09 0.40 0.40 0.19 0.19 0.19 0.19 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 172 1447 647 152 1260 573 329 300 625 295 v/s Ratio Prot 0.07 c0.39 c0.12 0.32 c0.23 0.10 0.10 v/s Ratio Perm 0.30 0.02 0.11 v/c Ratio 0.72 0.95 0.73 1.38 0.80 0.06 1.24 0.56 0.56 0.59 Uniform Delay, d1 48.2 31.5 27.4 50.2 29.2 20.4 44.8 40.7 40.6 40.9 Progression Factor 1.06 0.82 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 10.4 4.4 204.6 5.4 0.2 132.5 2.9 1.3 3.5 Delay (s) 59.7 36.3 26.6 254.8 34.6 20.6 177.3 43.5 42.0 44.4 Level of Service E D C F C C F D D D Approach Delay (s) 35.1 68.9 87.5 Approach LOS D E F Intersection Summary HCM 2000 Control Delay 88.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.15 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 101.7% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 271 HCM Signalized Intersection Capacity Analysis Background_AM 9: Junipero Serra Blvd & Westborough Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 289 682 109 102 Future Volume (vph) 289 682 109 102 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 314 741 118 111 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 314 741 118 111 Turn Type Split NA Perm Free Protected Phases 8 8 Permitted Phases 8 Free Actuated Green, G (s) 16.0 16.0 16.0 110.0 Effective Green, g (s) 16.0 16.0 16.0 110.0 Actuated g/C Ratio 0.15 0.15 0.15 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 257 514 230 1583 v/s Ratio Prot 0.18 c0.21 v/s Ratio Perm 0.07 c0.07 v/c Ratio 1.22 1.44 0.51 0.07 Uniform Delay, d1 47.0 47.0 43.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 129.5 209.6 1.9 0.1 Delay (s) 176.5 256.6 45.3 0.1 Level of Service F F D A Approach Delay (s) 195.4 Approach LOS F Intersection Summary 272 HCM Signalized Intersection Capacity Analysis Background_AM 10: W Orange Ave/Camaritas Ave & Westborough Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1619 163 42 989 188 16 2 18 144 84 197 Future Volume (vph) 65 1619 163 42 989 188 16 2 18 144 84 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 71 1760 177 46 1075 204 17 2 20 157 91 214 RTOR Reduction (vph) 0 0 25 0 0 53 0 19 0 0 0 138 Lane Group Flow (vph) 71 1760 152 46 1075 151 17 3 0 122 126 76 Confl. Peds. (#/hr) 2 2 3 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Effective Green, g (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Actuated g/C Ratio 0.07 0.67 0.67 0.06 0.65 0.65 0.05 0.05 0.11 0.11 0.11 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 130 2361 1056 99 2297 1012 84 76 182 189 169 v/s Ratio Prot c0.04 c0.50 0.03 0.30 c0.01 0.00 c0.07 0.07 v/s Ratio Perm 0.10 0.10 0.05 v/c Ratio 0.55 0.75 0.14 0.46 0.47 0.15 0.20 0.04 0.67 0.67 0.45 Uniform Delay, d1 67.0 16.5 9.2 68.6 13.2 10.2 68.6 68.1 64.3 64.2 62.6 Progression Factor 1.00 1.00 1.00 1.29 0.86 1.07 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.2 0.3 0.6 0.3 0.1 0.4 0.1 7.4 6.7 0.7 Delay (s) 69.5 18.7 9.5 89.5 11.8 11.1 69.1 68.2 71.7 70.9 63.3 Level of Service E B A F B B E E E E E Approach Delay (s) 19.7 14.4 68.6 67.6 Approach LOS B B E E Intersection Summary HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 273 HCM Signalized Intersection Capacity Analysis Background_AM 11: El Camino Real & Westborough Blvd 05/11/2020 2245 Gellert Boulevard 02/20/2020 Background_AM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 301 926 554 378 711 151 449 511 265 225 736 59 Future Volume (vph) 301 926 554 378 711 151 449 511 265 225 736 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 327 1007 602 411 773 164 488 555 288 245 800 64 RTOR Reduction (vph) 0 0 197 0 0 84 0 0 183 0 0 45 Lane Group Flow (vph) 327 1007 405 411 773 80 488 555 105 245 800 19 Confl. Peds. (#/hr) 1 7 3 5 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G (s) 29.4 45.1 45.1 19.3 35.0 35.0 22.8 54.7 54.7 12.9 44.8 44.8 Effective Green, g (s) 29.4 45.1 45.1 19.3 35.0 35.0 22.8 54.7 54.7 12.9 44.8 44.8 Actuated g/C Ratio 0.20 0.30 0.30 0.13 0.23 0.23 0.15 0.36 0.36 0.09 0.30 0.30 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 346 1064 469 441 825 361 521 1290 568 295 1518 464 v/s Ratio Prot 0.18 c0.28 0.12 c0.22 c0.14 0.16 0.07 c0.16 v/s Ratio Perm 0.26 0.05 0.07 0.01 v/c Ratio 0.95 0.95 0.86 0.93 0.94 0.22 0.94 0.43 0.18 0.83 0.53 0.04 Uniform Delay, d1 59.5 51.3 49.6 64.7 56.4 46.5 62.9 35.9 32.5 67.5 43.8 37.3 Progression Factor 0.85 0.89 1.24 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.2 12.5 11.1 26.3 17.5 0.1 24.2 1.0 0.7 17.0 1.3 0.2 Delay (s) 77.6 58.3 72.7 91.0 73.9 46.6 87.1 37.0 33.2 84.4 45.1 37.5 Level of Service E E E F E D F D C F D D Approach Delay (s) 66.0 75.8 54.5 53.4 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 63.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 98.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 274 HCM Unsignalized Intersection Capacity Analysis 1: Gellert Blvd & King Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 335 188 112 150 108 69 93 66 182 234 42 Future Volume (vph) 29 335 188 112 150 108 69 93 66 182 234 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 32 364 204 122 163 117 75 101 72 198 254 46 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 396 204 285 117 75 173 198 300 Volume Left (vph) 32 0 122 0 75 0 198 0 Volume Right (vph) 0 204 0 117 0 72 0 46 Hadj (s) 0.07 -0.67 0.25 -0.67 0.53 -0.26 0.53 -0.07 Departure Headway (s) 7.8 7.1 8.3 7.4 9.0 8.2 8.5 7.9 Degree Utilization, x 0.86 0.40 0.66 0.24 0.19 0.40 0.47 0.66 Capacity (veh/h) 449 494 415 466 367 405 409 438 Control Delay (s) 42.0 13.6 24.7 11.5 12.9 15.3 17.6 23.8 Approach Delay (s) 32.3 20.9 14.6 21.3 Approach LOS D C B C Intersection Summary Delay 24.0 Level of Service C Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 275 HCM Signalized Intersection Capacity Analysis 2: Marbella Dr/Driveway #1 & Gellert Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 7 1 65 105 0 49 27 219 142 90 500 11 Future Volume (vph) 7 1 65 105 0 49 27 219 142 90 500 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.94 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1783 1583 1770 1560 1770 3301 1770 3526 Flt Permitted 0.81 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1509 1583 1400 1560 1770 3301 1770 3526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 1 71 114 0 53 29 238 154 98 543 12 RTOR Reduction (vph) 0 0 62 0 46 0 0 62 0010 Lane Group Flow (vph) 0 9 9 114 7 0 29 330 0 98 554 0 Confl. Peds. (#/hr) 3 2 5 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 9.6 9.6 9.6 9.6 2.8 44.8 8.0 50.0 Effective Green, g (s) 9.6 9.6 9.6 9.6 2.8 44.8 8.0 50.0 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.04 0.60 0.11 0.67 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 193 202 179 199 66 1971 188 2350 v/s Ratio Prot 0.00 0.02 0.10 c0.06 c0.16 v/s Ratio Perm 0.01 0.01 c0.08 v/c Ratio 0.05 0.04 0.64 0.03 0.44 0.17 0.52 0.24 Uniform Delay, d1 28.7 28.7 31.0 28.6 35.3 6.8 31.7 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 5.4 0.0 1.7 0.2 1.2 0.2 Delay (s) 28.7 28.7 36.4 28.7 37.0 6.9 32.9 5.2 Level of Service CCDC DA CA Approach Delay (s) 28.7 33.9 9.0 9.3 Approach LOS C C A A Intersection Summary HCM 2000 Control Delay 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 276 HCM Signalized Intersection Capacity Analysis 3: Gellert Blvd & Mc Donalds 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 2 112 123 9 52 106 314 50 47 572 53 Future Volume (vph) 22 2 112 123 9 52 106 314 50 47 572 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1780 1563 1770 3539 1583 1770 3487 Flt Permitted 0.73 1.00 0.72 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1364 1583 1345 1563 1770 3539 1583 1770 3487 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 2 122 134 10 57 115 341 54 51 622 58 RTOR Reduction (vph) 0 0 101 0 0 47 0 0 23 0 8 0 Lane Group Flow (vph) 0 26 21 0 144 10 115 341 31 51 672 0 Confl. Peds. (#/hr) 1 2 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Effective Green, g (s) 11.4 11.4 11.4 11.4 7.5 37.1 37.1 4.5 34.1 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.12 0.57 0.57 0.07 0.52 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 239 277 235 274 204 2019 903 122 1829 v/s Ratio Prot c0.06 c0.10 0.03 c0.19 v/s Ratio Perm 0.02 0.01 c0.11 0.01 0.02 v/c Ratio 0.11 0.08 0.61 0.04 0.56 0.17 0.03 0.42 0.37 Uniform Delay, d1 22.5 22.4 24.8 22.2 27.2 6.6 6.1 29.0 9.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 3.3 0.0 2.1 0.2 0.1 0.8 0.6 Delay (s) 22.6 22.4 28.1 22.3 29.3 6.8 6.2 29.8 9.7 Level of Service C C C C C A A C A Approach Delay (s) 22.5 26.4 11.8 11.1 Approach LOS C C B B Intersection Summary HCM 2000 Control Delay 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 277 HCM Signalized Intersection Capacity Analysis 4: Junipero Serra Blvd & King Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 237 132 283 162 87 118 124 216 96 109 657 157 Future Volume (vph) 237 132 283 162 87 118 124 216 96 109 657 157 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1561 1770 1863 1559 1770 3539 1549 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 258 143 308 176 95 128 135 235 104 118 714 171 RTOR Reduction (vph) 0 0 262 0 0 113 0 0 71 0 0 113 Lane Group Flow (vph) 258 143 46 176 95 15 135 235 33 118 714 58 Confl. Peds. (#/hr) 3 5 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Actuated Green, G (s) 15.2 10.3 10.3 13.5 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Effective Green, g (s) 15.2 10.3 10.3 13.5 8.6 8.6 9.4 23.9 23.9 8.7 23.2 23.2 Actuated g/C Ratio 0.20 0.14 0.14 0.18 0.12 0.12 0.13 0.32 0.32 0.12 0.31 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 361 257 216 321 215 180 223 1136 497 206 1103 493 v/s Ratio Prot c0.15 0.08 c0.10 0.05 c0.08 0.07 0.07 c0.20 v/s Ratio Perm 0.03 0.01 0.02 0.04 v/c Ratio 0.71 0.56 0.21 0.55 0.44 0.08 0.61 0.21 0.07 0.57 0.65 0.12 Uniform Delay, d1 27.6 29.9 28.5 27.7 30.7 29.4 30.7 18.4 17.5 31.1 22.1 18.3 Progression 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 Incremental Delay, d2 5.5 1.5 0.2 1.0 0.5 0.1 3.2 0.4 0.3 2.4 2.9 0.5 Delay (s) 33.1 31.4 28.6 28.7 31.2 29.4 33.9 18.8 17.8 33.5 25.0 18.8 Level of Service CCCCCCCBBCCB Approach Delay (s) 30.8 29.5 22.9 24.9 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 74.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 278 HCM Unsignalized Intersection Capacity Analysis 5: Junipero Serra Blvd & Arroyo Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 142 54 382 68 61 1041 Future Volume (Veh/h) 142 54 382 68 61 1041 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 154 59 415 74 66 1132 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 1150 244 489 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1119 198 447 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 17 93 94 cM capacity (veh/h) 185 796 1091 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 213 277 212 66 566 566 Volume Left 154 0 0 66 0 0 Volume Right 59 0 74 0 0 0 cSH 235 1700 1700 1091 1700 1700 Volume to Capacity 0.90 0.16 0.12 0.06 0.33 0.33 Queue Length 95th (ft) 191 00500 Control Delay (s) 80.6 0.0 0.0 8.5 0.0 0.0 Lane LOS F A Approach Delay (s) 80.6 0.0 0.5 Approach LOS F Intersection Summary Average Delay 9.3 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 279 HCM Signalized Intersection Capacity Analysis 6: Skyline Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 648 644 211 296 101 190 336 120 222 823 266 Future Volume (vph) 192 648 644 211 296 101 190 336 120 222 823 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.85 1.00 0.96 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3239 1426 1770 3391 3433 3400 1770 3393 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3239 1426 1770 3391 3433 3400 1770 3393 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 704 700 229 322 110 207 365 130 241 895 289 RTOR Reduction (vph) 0 31 54 0 29 0 0 31 0 0 27 0 Lane Group Flow (vph) 209 939 380 229 403 0 207 464 0 241 1157 0 Confl. Peds. (#/hr) 1 3 8 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 52316 38 74 Permitted Phases 2 Actuated Green, G (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Effective Green, g (s) 15.0 31.9 42.5 14.2 31.0 10.6 35.0 15.5 39.9 Actuated g/C Ratio 0.13 0.28 0.37 0.12 0.27 0.09 0.31 0.14 0.35 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 231 902 529 219 918 317 1039 239 1182 v/s Ratio Prot 0.12 c0.29 0.07 c0.13 0.12 0.06 0.14 c0.14 c0.34 v/s Ratio Perm 0.20 v/c Ratio 0.90 1.04 0.72 1.05 0.44 0.65 0.45 1.01 0.98 Uniform Delay, d1 49.0 41.3 30.9 50.1 34.6 50.2 32.0 49.5 36.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 41.2 4.6 73.3 1.5 4.8 0.3 60.4 21.0 Delay (s) 83.5 82.5 35.5 123.5 36.1 54.9 32.3 109.9 57.9 Level of Service F F D F D D C F E Approach Delay (s) 70.0 66.3 39.0 66.7 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay 63.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 114.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 89.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 280 HCM Signalized Intersection Capacity Analysis 7: Westborough Blvd & Gellert Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 139 1605 20 140 880 271 55 66 313 599 72 136 Future Volume (vph) 139 1605 20 140 880 271 55 66 313 599 72 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3259 1534 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5075 1770 5085 1544 1770 1863 1583 1610 3259 1534 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 151 1745 22 152 957 295 60 72 340 651 78 148 RTOR Reduction (vph)010001980013900115 Lane Group Flow (vph) 151 1766 0 152 957 97 60 72 201 325 404 33 Confl. Peds. (#/hr) 5 10 15 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 13.6 39.0 10.6 36.0 36.0 18.0 18.0 18.0 24.6 24.6 24.6 Effective Green, g (s) 13.6 39.0 10.6 36.0 36.0 18.0 18.0 18.0 24.6 24.6 24.6 Actuated g/C Ratio 0.12 0.35 0.10 0.33 0.33 0.16 0.16 0.16 0.22 0.22 0.22 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 218 1799 170 1664 505 289 304 259 360 728 343 v/s Ratio Prot 0.09 c0.35 c0.09 0.19 0.03 0.04 c0.20 0.12 v/s Ratio Perm 0.06 c0.13 0.02 v/c Ratio 0.69 0.98 0.89 0.58 0.19 0.21 0.24 0.78 0.90 0.87dl 0.10 Uniform Delay, d1 46.2 35.1 49.1 30.7 26.6 39.8 40.0 44.1 41.5 37.8 33.9 Progression Factor 1.00 1.00 0.82 0.70 0.66 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.1 17.3 38.0 1.3 0.8 1.6 1.8 20.1 24.9 0.9 0.1 Delay (s) 55.3 52.4 78.1 22.7 18.3 41.5 41.9 64.2 66.4 38.8 34.0 Level of Service E D E C B D D E E D C Approach Delay (s) 52.6 27.8 57.9 48.2 Approach LOS D C E D Intersection Summary HCM 2000 Control Delay 44.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 80.6% ICU Level of Service D Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 281 HCM Signalized Intersection Capacity Analysis 8: Westborough Blvd & I-280 SB Off-Ramp 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 1718 1037 0 384 254 Future Volume (vph) 0 1718 1037 0 384 254 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1867 1127 0 417 276 RTOR Reduction (vph)000000 Lane Group Flow (vph) 0 1867 1127 0 417 276 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 36.8 36.8 9.1 55.0 Effective Green, g (s) 36.8 36.8 9.1 55.0 Actuated g/C Ratio 0.67 0.67 0.17 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 2367 2367 568 1583 v/s Ratio Prot c0.53 0.32 c0.12 v/s Ratio Perm 0.17 v/c Ratio 0.79 0.48 0.73 0.17 Uniform Delay, d1 6.4 4.4 21.8 0.0 Progression Factor 2.03 0.82 1.00 1.00 Incremental Delay, d2 1.2 0.2 4.2 0.2 Delay (s) 14.1 3.8 26.0 0.2 Level of Service B A C A Approach Delay (s) 14.1 3.8 15.8 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 55.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 282 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 14 100 1271 502 192 529 400 92 398 217 258 288 Future Volume (vph) 14 100 1271 502 192 529 400 92 398 217 258 288 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3168 1441 1770 1610 3357 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3168 1441 1770 1610 3357 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 109 1382 546 209 575 435 100 433 236 280 313 RTOR Reduction (vph) 0 0 0 74 0 1 0 54 0 0 0 140 Lane Group Flow (vph) 0 124 1382 472 209 1019 0 36 433 168 348 173 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Effective Green, g (s) 10.7 45.0 45.0 9.5 43.8 43.8 20.5 20.5 20.5 20.5 Actuated g/C Ratio 0.10 0.41 0.41 0.09 0.40 0.40 0.19 0.19 0.19 0.19 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 172 1447 647 152 1261 573 329 300 625 295 v/s Ratio Prot 0.07 c0.39 c0.12 0.32 c0.24 0.10 0.10 v/s Ratio Perm 0.30 0.02 0.11 v/c Ratio 0.72 0.96 0.73 1.38 0.81 0.06 1.32 0.56 0.56 0.59 Uniform Delay, d1 48.2 31.5 27.4 50.2 29.4 20.4 44.8 40.7 40.6 40.9 Progression Factor 1.06 0.82 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 10.6 4.4 204.6 5.7 0.2 162.2 2.9 1.3 3.5 Delay (s) 59.7 36.5 26.6 254.8 35.0 20.6 207.0 43.5 42.0 44.4 Level of Service E D C F D C F D D D Approach Delay (s) 35.2 68.9 99.4 Approach LOS D E F Intersection Summary HCM 2000 Control Delay 91.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.16 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 102.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 283 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 289 682 110 102 Future Volume (vph) 289 682 110 102 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 314 741 120 111 RTOR Reduction (vph)0000 Lane Group Flow (vph) 314 741 120 111 Turn Type Split NA Perm Free Protected Phases 8 8 Permitted Phases 8 Free Actuated Green, G (s) 16.0 16.0 16.0 110.0 Effective Green, g (s) 16.0 16.0 16.0 110.0 Actuated g/C Ratio 0.15 0.15 0.15 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 257 514 230 1583 v/s Ratio Prot 0.18 c0.21 v/s Ratio Perm 0.08 c0.07 v/c Ratio 1.22 1.44 0.52 0.07 Uniform Delay, d1 47.0 47.0 43.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 129.5 209.6 2.1 0.1 Delay (s) 176.5 256.6 45.6 0.1 Level of Service F F D A Approach Delay (s) 195.2 Approach LOS F Intersection Summary 284 HCM Signalized Intersection Capacity Analysis 10: W Orange Ave/Camaritas Ave & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1620 163 42 1000 188 16 2 18 144 84 197 Future Volume (vph) 65 1620 163 42 1000 188 16 2 18 144 84 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1559 1770 1587 1681 1745 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 71 1761 177 46 1087 204 17 2 20 157 91 214 RTOR Reduction (vph) 0 0 25 0 0 52 0 19 0 0 0 138 Lane Group Flow (vph) 71 1761 152 46 1087 152 17 3 0 122 126 76 Confl. Peds. (#/hr) 2 2 3 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Effective Green, g (s) 11.1 100.1 100.1 8.4 97.4 97.4 7.2 7.2 16.3 16.3 16.3 Actuated g/C Ratio 0.07 0.67 0.67 0.06 0.65 0.65 0.05 0.05 0.11 0.11 0.11 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 130 2361 1056 99 2297 1012 84 76 182 189 169 v/s Ratio Prot c0.04 c0.50 0.03 0.31 c0.01 0.00 c0.07 0.07 v/s Ratio Perm 0.10 0.10 0.05 v/c Ratio 0.55 0.75 0.14 0.46 0.47 0.15 0.20 0.04 0.67 0.67 0.45 Uniform Delay, d1 67.0 16.5 9.2 68.6 13.3 10.2 68.6 68.1 64.3 64.2 62.6 Progression Factor 1.00 1.00 1.00 1.29 0.86 1.05 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 2.2 0.3 0.6 0.3 0.1 0.4 0.1 7.4 6.7 0.7 Delay (s) 69.5 18.7 9.5 89.2 11.8 10.8 69.1 68.2 71.7 70.9 63.3 Level of Service E B A F BBEE EEE Approach Delay (s) 19.7 14.3 68.6 67.6 Approach LOS BBEE Intersection Summary HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 285 HCM Signalized Intersection Capacity Analysis 11: El Camino Real & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Background+Project_AM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 301 926 555 378 714 151 457 511 265 225 736 59 Future Volume (vph) 301 926 555 378 714 151 457 511 265 225 736 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 327 1007 603 411 776 164 497 555 288 245 800 64 RTOR Reduction (vph) 0 0 197 0 0 84 0 0 183 0 0 45 Lane Group Flow (vph) 327 1007 406 411 776 80 497 555 105 245 800 19 Confl. Peds. (#/hr)1735 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Actuated Green, G (s) 29.4 45.1 45.1 19.3 35.0 35.0 23.0 54.7 54.7 12.9 44.6 44.6 Effective Green, g (s) 29.4 45.1 45.1 19.3 35.0 35.0 23.0 54.7 54.7 12.9 44.6 44.6 Actuated g/C Ratio 0.20 0.30 0.30 0.13 0.23 0.23 0.15 0.36 0.36 0.09 0.30 0.30 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 346 1064 469 441 825 361 526 1290 568 295 1511 462 v/s Ratio Prot 0.18 c0.28 0.12 c0.22 c0.14 0.16 0.07 c0.16 v/s Ratio Perm 0.26 0.05 0.07 0.01 v/c Ratio 0.95 0.95 0.87 0.93 0.94 0.22 0.94 0.43 0.18 0.83 0.53 0.04 Uniform Delay, d1 59.5 51.3 49.6 64.7 56.5 46.5 62.9 35.9 32.5 67.5 43.9 37.5 Progression Factor 0.85 0.89 1.24 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.2 12.5 11.2 26.3 18.3 0.1 25.7 1.0 0.7 17.0 1.3 0.2 Delay (s) 77.5 58.3 72.9 91.0 74.8 46.6 88.6 37.0 33.2 84.4 45.3 37.7 Level of Service E E E F E D F D C F D D Approach Delay (s) 66.1 76.3 55.3 53.5 Approach LOS E E E D Intersection Summary HCM 2000 Control Delay 63.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 99.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 286 HCM Unsignalized Intersection Capacity Analysis 1: Gellert Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 43 499 273 152 224 161 103 137 98 271 341 63 Future Volume (vph) 43 499 273 152 224 161 103 137 98 271 341 63 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 47 542 297 165 243 175 112 149 107 295 371 68 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 589 297 408 175 112 256 295 439 Volume Left (vph) 47 0 165 0 112 0 295 0 Volume Right (vph) 0 297 0 175 0 107 0 68 Hadj (s) 0.07 -0.67 0.24 -0.67 0.53 -0.26 0.53 -0.07 Departure Headway (s) 9.3 8.6 9.7 8.8 10.5 9.7 9.7 9.2 Degree Utilization, x 1.53 0.71 1.10 0.43 0.33 0.69 0.80 1.12 Capacity (veh/h) 399 409 376 392 327 361 362 404 Control Delay (s) 272.7 29.0 105.2 17.0 17.3 30.7 40.7 109.9 Approach Delay (s) 191.0 78.7 26.6 82.1 Approach LOS F F D F Intersection Summary Delay 110.9 Level of Service F Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 287 HCM Signalized Intersection Capacity Analysis 2: Marbella Dr/Driveway #1 & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 1 94 103 0 69 38 361 18 103 745 16 Future Volume (vph) 10 1 94 103 0 69 38 361 18 103 745 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1770 1560 1770 3510 1770 3526 Flt Permitted 0.78 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1453 1583 1397 1560 1770 3510 1770 3526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 1 102 112 0 75 41 392 20 112 810 17 RTOR Reduction (vph) 0 0 89 0 66 0030010 Lane Group Flow (vph) 0 12 13 112 10 0 41 409 0 112 826 0 Confl. Peds. (#/hr) 3 2 5 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 9.5 9.5 9.5 9.5 4.3 42.9 10.0 48.6 Effective Green, g (s) 9.5 9.5 9.5 9.5 4.3 42.9 10.0 48.6 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.06 0.57 0.13 0.65 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 184 200 176 197 101 2007 236 2284 v/s Ratio Prot 0.01 0.02 0.12 c0.06 c0.23 v/s Ratio Perm 0.01 0.01 c0.08 v/c Ratio 0.07 0.06 0.64 0.05 0.41 0.20 0.47 0.36 Uniform Delay, d1 28.8 28.8 31.1 28.8 34.1 7.8 30.1 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 5.4 0.0 1.0 0.2 0.5 0.4 Delay (s) 28.9 28.9 36.5 28.8 35.1 8.0 30.6 6.5 Level of Service CCDC DA CA Approach Delay (s) 28.9 33.4 10.5 9.4 Approach LOS C C B A Intersection Summary HCM 2000 Control Delay 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 288 HCM Signalized Intersection Capacity Analysis 3: Gellert Blvd & Mc Donalds 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 33 3 167 183 13 77 158 306 75 70 793 79 Future Volume (vph) 33 3 167 183 13 77 158 306 75 70 793 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1780 1563 1770 3539 1583 1770 3484 Flt Permitted 0.70 1.00 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1309 1583 1325 1563 1770 3539 1583 1770 3484 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 3 182 199 14 84 172 333 82 76 862 86 RTOR Reduction (vph) 0 0 139 0 0 64 0 0 41 0 10 0 Lane Group Flow (vph) 0 39 43 0 213 20 172 333 41 76 938 0 Confl. Peds. (#/hr) 1 2 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 15.2 15.2 15.2 15.2 9.7 32.3 32.3 5.5 28.1 Effective Green, g (s) 15.2 15.2 15.2 15.2 9.7 32.3 32.3 5.5 28.1 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.15 0.50 0.50 0.08 0.43 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 306 370 309 365 264 1758 786 149 1506 v/s Ratio Prot c0.10 0.09 0.04 c0.27 v/s Ratio Perm 0.03 0.03 c0.16 0.01 0.03 v/c Ratio 0.13 0.12 0.69 0.05 0.65 0.19 0.05 0.51 0.62 Uniform Delay, d1 19.7 19.6 22.7 19.3 26.1 9.1 8.4 28.5 14.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 5.0 0.0 4.3 0.2 0.1 1.2 2.0 Delay (s) 19.7 19.7 27.8 19.3 30.4 9.3 8.6 29.7 16.3 Level of Service B B C B C A A C B Approach Delay (s) 19.7 25.4 15.4 17.3 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 18.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 289 HCM Signalized Intersection Capacity Analysis 4: Junipero Serra Blvd & King Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 353 197 422 241 130 176 185 322 143 162 971 218 Future Volume (vph) 353 197 422 241 130 176 185 322 143 162 971 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1559 1770 1863 1555 1770 3539 1547 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1559 1770 1863 1555 1770 3539 1547 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 384 214 459 262 141 191 201 350 155 176 1055 237 RTOR Reduction (vph) 0 0 229 0 0 104 0 0 103 0 0 80 Lane Group Flow (vph) 384 214 230 262 141 87 201 350 52 176 1055 157 Confl. Peds. (#/hr) 3 5 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Actuated Green, G (s) 29.6 22.1 22.1 24.9 17.4 17.4 15.7 40.7 40.7 16.1 41.1 41.1 Effective Green, g (s) 29.6 22.1 22.1 24.9 17.4 17.4 15.7 40.7 40.7 16.1 41.1 41.1 Actuated g/C Ratio 0.24 0.18 0.18 0.20 0.14 0.14 0.13 0.33 0.33 0.13 0.34 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 430 338 282 361 266 222 228 1182 516 233 1194 534 v/s Ratio Prot c0.22 0.11 c0.15 0.08 c0.11 0.10 0.10 c0.30 v/s Ratio Perm 0.15 0.06 0.03 0.10 v/c Ratio 0.89 0.63 0.81 0.73 0.53 0.39 0.88 0.30 0.10 0.76 0.88 0.29 Uniform Delay, d1 44.6 46.1 47.9 45.3 48.4 47.4 52.1 30.0 27.9 51.0 38.1 29.7 Progression 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 Incremental Delay, d2 19.8 2.8 15.6 6.0 1.0 0.4 29.6 0.6 0.4 11.6 9.7 1.4 Delay (s) 64.4 48.9 63.5 51.3 49.4 47.8 81.8 30.6 28.3 62.6 47.8 31.1 Level of Service E D E D D D F C C E D C Approach Delay (s) 60.9 49.7 44.7 46.8 Approach LOS E D D D Intersection Summary HCM 2000 Control Delay 50.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 121.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 290 HCM Unsignalized Intersection Capacity Analysis 5: Junipero Serra Blvd & Arroyo Dr 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 212 80 569 101 91 1544 Future Volume (Veh/h) 212 80 569 101 91 1544 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 230 87 618 110 99 1678 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 1710 364 728 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1571 81 484 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 90 90 cM capacity (veh/h) 82 870 971 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 317 412 316 99 839 839 Volume Left 230 0 0 99 0 0 Volume Right 87 0 110 0 0 0 cSH 109 1700 1700 971 1700 1700 Volume to Capacity 2.90 0.24 0.19 0.10 0.49 0.49 Queue Length 95th (ft) 749 00800 Control Delay (s) 942.8 0.0 0.0 9.1 0.0 0.0 Lane LOS F A Approach Delay (s) 942.8 0.0 0.5 Approach LOS F Intersection Summary Average Delay 106.2 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 291 HCM Signalized Intersection Capacity Analysis 6: Skyline Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 956 959 308 436 148 283 500 172 330 1226 396 Future Volume (vph) 286 956 959 308 436 148 283 500 172 330 1226 396 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.85 1.00 0.96 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3238 1425 1770 3390 3433 3403 1770 3391 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3238 1425 1770 3390 3433 3403 1770 3391 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 1039 1042 335 474 161 308 543 187 359 1333 430 RTOR Reduction (vph) 0 25 41 0 23 0 0 23 0 0 21 0 Lane Group Flow (vph) 311 1410 605 335 612 0 308 707 0 359 1742 0 Confl. Peds. (#/hr) 1 3 8 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 52316 38 74 Permitted Phases 2 Actuated Green, G (s) 26.9 45.2 57.7 17.5 35.7 12.5 41.9 22.5 51.9 Effective Green, g (s) 26.9 45.2 57.7 17.5 35.7 12.5 41.9 22.5 51.9 Actuated g/C Ratio 0.19 0.31 0.40 0.12 0.25 0.09 0.29 0.16 0.36 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 328 1009 567 213 834 295 983 274 1213 v/s Ratio Prot 0.18 c0.44 0.09 c0.19 0.18 0.09 0.21 c0.20 c0.51 v/s Ratio Perm 0.33 v/c Ratio 0.95 1.40 1.07 1.57 0.73 1.04 0.72 1.31 1.44 Uniform Delay, d1 58.4 49.9 43.6 63.8 50.3 66.2 46.3 61.2 46.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.8 185.0 57.0 279.2 5.7 64.4 2.5 163.3 201.0 Delay (s) 94.2 234.9 100.6 342.9 55.9 130.6 48.8 224.6 247.5 Level of Service FFFFE FD FF Approach Delay (s) 180.3 155.1 73.1 243.6 Approach LOS F F E F Intersection Summary HCM 2000 Control Delay 180.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.45 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 124.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 292 HCM Signalized Intersection Capacity Analysis 7: Westborough Blvd & Gellert Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 2385 30 209 1303 251 82 95 466 841 106 197 Future Volume (vph) 192 2385 30 209 1303 251 82 95 466 841 106 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5074 1770 5085 1536 1770 1863 1583 1610 3260 1522 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5074 1770 5085 1536 1770 1863 1583 1610 3260 1522 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 2592 33 227 1416 273 89 103 507 914 115 214 RTOR Reduction (vph)010001790012000165 Lane Group Flow (vph) 209 2624 0 227 1416 94 89 103 387 457 572 49 Confl. Peds. (#/hr) 5 10 15 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 20.7 58.4 14.0 51.7 51.7 25.4 25.4 25.4 34.4 34.4 34.4 Effective Green, g (s) 20.7 58.4 14.0 51.7 51.7 25.4 25.4 25.4 34.4 34.4 34.4 Actuated g/C Ratio 0.14 0.39 0.09 0.34 0.34 0.17 0.17 0.17 0.23 0.23 0.23 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 244 1975 165 1752 529 299 315 268 369 747 349 v/s Ratio Prot 0.12 c0.52 c0.13 0.28 0.05 0.06 c0.28 0.18 v/s Ratio Perm 0.06 c0.24 0.03 v/c Ratio 0.86 1.33 1.38 0.81 0.18 0.30 0.33 1.44 1.24 1.19dl 0.14 Uniform Delay, d1 63.2 45.8 68.0 44.6 34.3 54.5 54.8 62.3 57.8 54.0 46.0 Progression Factor 1.00 1.00 0.87 0.81 1.18 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.3 151.6 198.0 3.5 0.6 2.5 2.8 219.0 128.5 4.7 0.2 Delay (s) 87.5 197.4 256.8 39.8 41.2 57.0 57.5 281.3 186.3 58.7 46.2 Level of Service F F F D D E E F F E D Approach Delay (s) 189.3 65.7 219.8 103.5 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 141.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 110.4% ICU Level of Service H Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 293 HCM Signalized Intersection Capacity Analysis 8: Westborough Blvd & I-280 SB Off-Ramp 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 2522 1437 0 564 326 Future Volume (vph) 0 2522 1437 0 564 326 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 2741 1562 0 613 354 RTOR Reduction (vph)000000 Lane Group Flow (vph) 0 2741 1562 0 613 354 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 53.5 53.5 12.4 75.0 Effective Green, g (s) 53.5 53.5 12.4 75.0 Actuated g/C Ratio 0.71 0.71 0.17 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 2524 2524 567 1583 v/s Ratio Prot c0.77 0.44 c0.18 v/s Ratio Perm 0.22 v/c Ratio 1.09 0.62 1.08 0.22 Uniform Delay, d1 10.8 5.5 31.3 0.0 Progression Factor 1.24 0.79 1.00 1.00 Incremental Delay, d2 39.5 0.1 61.6 0.3 Delay (s) 52.9 4.4 92.9 0.3 Level of Service D A F A Approach Delay (s) 52.9 4.4 59.0 Approach LOS D A E Intersection Summary HCM 2000 Control Delay 39.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.08 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 294 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 21 149 1871 745 269 748 580 137 532 323 384 424 Future Volume (vph) 21 149 1871 745 269 748 580 137 532 323 384 424 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3165 1441 1770 1610 3357 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3165 1441 1770 1610 3357 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 23 162 2034 810 292 813 630 149 578 351 417 461 RTOR Reduction (vph) 0 0 0 54 0 1 0 56 0 0 0 154 Lane Group Flow (vph) 0 185 2034 756 292 1457 0 78 578 249 519 307 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 11.5 53.0 53.0 15.5 57.0 57.0 32.5 32.5 32.5 32.5 Effective Green, g (s) 11.5 53.0 53.0 15.5 57.0 57.0 32.5 32.5 32.5 32.5 Actuated g/C Ratio 0.08 0.35 0.35 0.10 0.38 0.38 0.22 0.22 0.22 0.22 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 135 1250 559 182 1202 547 383 348 727 342 v/s Ratio Prot 0.10 c0.57 c0.17 0.46 c0.33 0.15 0.15 v/s Ratio Perm 0.48 0.05 0.19 v/c Ratio 1.37 1.63 1.35 1.60 1.21 0.14 1.51 0.72 0.71 0.90 Uniform Delay, d1 69.2 48.5 48.5 67.2 46.5 30.5 58.8 54.5 54.4 57.2 Progression Factor 1.02 1.01 1.02 0.82 1.24 1.72 1.00 1.00 1.00 1.00 Incremental Delay, d2 171.0 282.6 159.4 288.0 100.8 0.3 242.3 7.3 3.6 25.4 Delay (s) 241.7 331.7 208.8 342.9 158.6 52.6 301.0 61.8 58.0 82.6 Level of Service FFFFF DFEEF Approach Delay (s) 293.3 179.7 142.5 Approach LOS F F F Intersection Summary HCM 2000 Control Delay 226.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.58 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 140.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 295 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 431 1016 156 152 Future Volume (vph) 431 1016 156 152 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 468 1104 170 165 RTOR Reduction (vph)0000 Lane Group Flow (vph) 468 1104 170 165 Turn Type Split NA Perm Free Protected Phases 8 8 Permitted Phases 8 Free Actuated Green, G (s) 30.0 30.0 30.0 150.0 Effective Green, g (s) 30.0 30.0 30.0 150.0 Actuated g/C Ratio 0.20 0.20 0.20 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 354 707 316 1583 v/s Ratio Prot 0.26 c0.31 v/s Ratio Perm 0.11 0.10 v/c Ratio 1.32 1.56 0.54 0.10 Uniform Delay, d1 60.0 60.0 53.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 163.4 259.6 1.8 0.1 Delay (s) 223.4 319.6 55.5 0.1 Level of Service F F E A Approach Delay (s) 244.8 Approach LOS F Intersection Summary 296 HCM Signalized Intersection Capacity Analysis 10: W Orange Ave/Camaritas Ave & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 97 2386 243 63 1433 280 24 3 27 215 125 278 Future Volume (vph) 97 2386 243 63 1433 280 24 3 27 215 125 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1559 1770 1588 1681 1746 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1559 1770 1588 1681 1746 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 105 2593 264 68 1558 304 26 3 29 234 136 302 RTOR Reduction (vph) 0 0 30 0 0 70 0 27 0 0 0 126 Lane Group Flow (vph) 105 2593 234 68 1558 234 26 5 0 183 187 176 Confl. Peds. (#/hr) 2 2 3 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 15.7 90.9 90.9 9.3 84.5 84.5 9.6 9.6 22.2 22.2 22.2 Effective Green, g (s) 15.7 90.9 90.9 9.3 84.5 84.5 9.6 9.6 22.2 22.2 22.2 Actuated g/C Ratio 0.10 0.61 0.61 0.06 0.56 0.56 0.06 0.06 0.15 0.15 0.15 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 185 2144 959 109 1993 878 113 101 248 258 230 v/s Ratio Prot c0.06 c0.73 0.04 0.44 c0.01 0.00 0.11 0.11 v/s Ratio Perm 0.15 0.15 c0.11 v/c Ratio 0.57 1.21 0.24 0.62 0.78 0.27 0.23 0.05 0.74 0.72 0.76 Uniform Delay, d1 63.9 29.5 13.7 68.6 25.6 16.8 66.7 65.9 61.1 61.0 61.4 Progression Factor 1.29 0.61 0.35 1.10 1.07 1.26 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 94.7 0.1 0.7 0.3 0.1 0.4 0.1 9.5 8.3 12.7 Delay (s) 82.7 112.7 4.9 76.5 27.6 21.3 67.1 66.0 70.6 69.3 74.1 Level of Service F F A E C C E E E E E Approach Delay (s) 102.1 28.3 66.5 71.8 Approach LOS F C E E Intersection Summary HCM 2000 Control Delay 72.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 105.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 297 HCM Signalized Intersection Capacity Analysis 11: El Camino Real & Westborough Blvd 03/20/2020 2245 Gellert Boulevard 02/20/2020 Cumulative_AM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 443 1372 813 551 1038 215 654 753 388 323 1090 84 Future Volume (vph) 443 1372 813 551 1038 215 654 753 388 323 1090 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 482 1491 884 599 1128 234 711 818 422 351 1185 91 RTOR Reduction (vph) 0 0 174 0 0 66 0 0 173 0 0 65 Lane Group Flow (vph) 482 1491 710 599 1128 168 711 818 249 351 1185 26 Confl. Peds. (#/hr)1735 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Actuated Green, G (s) 28.5 49.5 49.5 18.5 39.5 39.5 21.5 46.9 46.9 17.1 42.5 42.5 Effective Green, g (s) 28.5 49.5 49.5 18.5 39.5 39.5 21.5 46.9 46.9 17.1 42.5 42.5 Actuated g/C Ratio 0.19 0.33 0.33 0.12 0.26 0.26 0.14 0.31 0.31 0.11 0.28 0.28 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 336 1167 515 423 931 407 492 1106 487 391 1440 440 v/s Ratio Prot 0.27 0.42 c0.17 0.32 c0.21 c0.23 0.10 c0.23 v/s Ratio Perm c0.45 0.11 0.16 0.02 v/c Ratio 1.43 1.28 1.38 1.42 1.21 0.41 1.45 0.74 0.51 0.90 0.82 0.06 Uniform Delay, d1 60.8 50.2 50.2 65.8 55.2 45.7 64.2 46.1 42.2 65.6 50.2 39.2 Progression Factor 0.69 0.79 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 197.1 125.6 171.9 200.7 105.2 0.2 211.6 4.5 3.8 21.9 5.4 0.3 Delay (s) 238.8 165.1 223.4 266.5 160.5 45.9 275.8 50.5 46.0 87.5 55.7 39.4 Level of Service FFFFFDFDDFED Approach Delay (s) 195.6 179.2 131.6 61.6 Approach LOS F F F E Intersection Summary HCM 2000 Control Delay 150.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 120.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 298 HCM Unsignalized Intersection Capacity Analysis 1: Gellert Blvd & King Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 43 499 276 160 224 161 101 136 95 271 344 63 Future Volume (vph) 43 499 276 160 224 161 101 136 95 271 344 63 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 47 542 300 174 243 175 110 148 103 295 374 68 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 589 300 417 175 110 251 295 442 Volume Left (vph) 47 0 174 0 110 0 295 0 Volume Right (vph) 0 300 0 175 0 103 0 68 Hadj (s) 0.07 -0.67 0.24 -0.67 0.53 -0.25 0.53 -0.07 Departure Headway (s) 9.3 8.6 9.7 8.8 10.5 9.7 9.7 9.1 Degree Utilization, x 1.52 0.72 1.12 0.43 0.32 0.68 0.80 1.12 Capacity (veh/h) 399 410 378 393 326 360 363 405 Control Delay (s) 271.3 29.3 112.7 17.0 17.2 29.8 40.5 111.7 Approach Delay (s) 189.6 84.4 26.0 83.2 Approach LOS F F D F Intersection Summary Delay 112.1 Level of Service F Intersection Capacity Utilization 90.9% ICU Level of Service E Analysis Period (min) 15 299 HCM Signalized Intersection Capacity Analysis 2: Marbella Dr/Driveway #1 & Gellert Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 1 94 104 0 72 38 345 93 117 745 16 Future Volume (vph) 10 1 94 104 0 72 38 345 93 117 745 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 1.00 Flt Protected 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1770 1560 1770 3410 1770 3526 Flt Permitted 0.78 1.00 0.75 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1453 1583 1397 1560 1770 3410 1770 3526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 1 102 113 0 78 41 375 101 127 810 17 RTOR Reduction (vph) 0 0 89 0 68 0 0 24 0010 Lane Group Flow (vph) 0 12 13 113 10 0 41 452 0 127 826 0 Confl. Peds. (#/hr) 3 2 5 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 8 4 Actuated Green, G (s) 9.6 9.6 9.6 9.6 4.3 41.2 11.6 48.5 Effective Green, g (s) 9.6 9.6 9.6 9.6 4.3 41.2 11.6 48.5 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.06 0.55 0.15 0.65 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.6 4.0 4.6 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.5 Lane Grp Cap (vph) 185 202 178 199 101 1873 273 2280 v/s Ratio Prot 0.01 0.02 0.13 c0.07 c0.23 v/s Ratio Perm 0.01 0.01 c0.08 v/c Ratio 0.06 0.06 0.63 0.05 0.41 0.24 0.47 0.36 Uniform Delay, d1 28.8 28.8 31.0 28.7 34.1 8.8 28.9 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.0 5.3 0.0 1.0 0.3 0.5 0.4 Delay (s) 28.8 28.8 36.4 28.7 35.1 9.1 29.3 6.6 Level of Service CCDC DA CA Approach Delay (s) 28.8 33.3 11.1 9.6 Approach LOS C C B A Intersection Summary HCM 2000 Control Delay 13.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.6 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 300 HCM Signalized Intersection Capacity Analysis 3: Gellert Blvd & Mc Donalds 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 33 3 167 183 13 77 158 365 75 70 794 79 Future Volume (vph) 33 3 167 183 13 77 158 365 75 70 794 79 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.96 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1781 1583 1780 1563 1770 3539 1583 1770 3484 Flt Permitted 0.70 1.00 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1309 1583 1325 1563 1770 3539 1583 1770 3484 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 3 182 199 14 84 172 397 82 76 863 86 RTOR Reduction (vph) 0 0 139 0 0 64 0 0 41 0 10 0 Lane Group Flow (vph) 0 39 43 0 213 20 172 397 41 76 939 0 Confl. Peds. (#/hr) 1 2 Turn Type Perm NA Perm Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 4 2 Actuated Green, G (s) 15.2 15.2 15.2 15.2 9.7 32.3 32.3 5.5 28.1 Effective Green, g (s) 15.2 15.2 15.2 15.2 9.7 32.3 32.3 5.5 28.1 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.15 0.50 0.50 0.08 0.43 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 306 370 309 365 264 1758 786 149 1506 v/s Ratio Prot c0.10 0.11 0.04 c0.27 v/s Ratio Perm 0.03 0.03 c0.16 0.01 0.03 v/c Ratio 0.13 0.12 0.69 0.05 0.65 0.23 0.05 0.51 0.62 Uniform Delay, d1 19.7 19.6 22.7 19.3 26.1 9.3 8.4 28.5 14.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 5.0 0.0 4.3 0.3 0.1 1.2 2.0 Delay (s) 19.7 19.7 27.8 19.3 30.4 9.6 8.6 29.7 16.3 Level of Service B B C B C A A C B Approach Delay (s) 19.7 25.4 14.9 17.3 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 65.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 301 HCM Signalized Intersection Capacity Analysis 4: Junipero Serra Blvd & King Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 350 197 422 241 130 176 185 322 143 162 972 226 Future Volume (vph) 350 197 422 241 130 176 185 322 143 162 972 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1559 1770 1863 1555 1770 3539 1547 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1559 1770 1863 1555 1770 3539 1547 1770 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 380 214 459 262 141 191 201 350 155 176 1057 246 RTOR Reduction (vph) 0 0 229 0 0 104 0 0 103 0 0 80 Lane Group Flow (vph) 380 214 230 262 141 87 201 350 52 176 1057 166 Confl. Peds. (#/hr) 3 5 1 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Actuated Green, G (s) 29.3 22.0 22.0 24.6 17.3 17.3 15.7 40.7 40.7 16.1 41.1 41.1 Effective Green, g (s) 29.3 22.0 22.0 24.6 17.3 17.3 15.7 40.7 40.7 16.1 41.1 41.1 Actuated g/C Ratio 0.24 0.18 0.18 0.20 0.14 0.14 0.13 0.34 0.34 0.13 0.34 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 427 337 282 358 265 221 228 1186 518 234 1198 535 v/s Ratio Prot c0.21 0.11 c0.15 0.08 c0.11 0.10 0.10 c0.30 v/s Ratio Perm 0.15 0.06 0.03 0.10 v/c Ratio 0.89 0.64 0.81 0.73 0.53 0.39 0.88 0.30 0.10 0.75 0.88 0.31 Uniform Delay, d1 44.5 46.0 47.7 45.3 48.3 47.3 51.9 29.8 27.8 50.7 37.9 29.7 Progression 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 Incremental Delay, d2 19.2 2.9 15.6 6.5 1.0 0.4 29.6 0.6 0.4 11.4 9.5 1.5 Delay (s) 63.7 48.9 63.3 51.8 49.3 47.7 81.6 30.4 28.1 62.2 47.4 31.2 Level of Service E D E D D D F C C E D C Approach Delay (s) 60.5 49.9 44.5 46.5 Approach LOS E D D D Intersection Summary HCM 2000 Control Delay 50.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 121.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 302 HCM Unsignalized Intersection Capacity Analysis 5: Junipero Serra Blvd & Arroyo Dr 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 212 80 569 101 91 1545 Future Volume (Veh/h) 212 80 569 101 91 1545 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 230 87 618 110 99 1679 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1052 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 1710 364 728 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1572 81 484 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 0 90 90 cM capacity (veh/h) 82 870 971 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 317 412 316 99 840 840 Volume Left 230 0 0 99 0 0 Volume Right 87 0 110 0 0 0 cSH 109 1700 1700 971 1700 1700 Volume to Capacity 2.91 0.24 0.19 0.10 0.49 0.49 Queue Length 95th (ft) 749 00800 Control Delay (s) 943.9 0.0 0.0 9.1 0.0 0.0 Lane LOS F A Approach Delay (s) 943.9 0.0 0.5 Approach LOS F Intersection Summary Average Delay 106.3 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 303 HCM Signalized Intersection Capacity Analysis 6: Skyline Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 959 959 308 436 148 283 500 174 330 1226 396 Future Volume (vph) 286 959 959 308 436 148 283 500 174 330 1226 396 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.85 1.00 0.96 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3238 1425 1770 3390 3433 3402 1770 3391 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3238 1425 1770 3390 3433 3402 1770 3391 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 1042 1042 335 474 161 308 543 189 359 1333 430 RTOR Reduction (vph) 0 25 41 0 23 0 0 24 0 0 21 0 Lane Group Flow (vph) 311 1413 605 335 612 0 308 708 0 359 1742 0 Confl. Peds. (#/hr) 1 3 8 Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA Protected Phases 52316 38 74 Permitted Phases 2 Actuated Green, G (s) 26.9 45.2 57.7 17.5 35.7 12.5 41.9 22.5 51.9 Effective Green, g (s) 26.9 45.2 57.7 17.5 35.7 12.5 41.9 22.5 51.9 Actuated g/C Ratio 0.19 0.31 0.40 0.12 0.25 0.09 0.29 0.16 0.36 Clearance Time (s) 3.5 5.8 3.5 3.5 5.9 3.5 5.1 3.5 5.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 328 1009 567 213 834 295 983 274 1213 v/s Ratio Prot 0.18 c0.44 0.09 c0.19 0.18 0.09 0.21 c0.20 c0.51 v/s Ratio Perm 0.33 v/c Ratio 0.95 1.40 1.07 1.57 0.73 1.04 0.72 1.31 1.44 Uniform Delay, d1 58.4 49.9 43.6 63.8 50.3 66.2 46.3 61.2 46.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.8 186.3 57.0 279.2 5.7 64.4 2.6 163.3 201.0 Delay (s) 94.2 236.2 100.6 342.9 55.9 130.6 48.9 224.6 247.5 Level of Service FFFFE FD FF Approach Delay (s) 181.2 155.1 73.1 243.6 Approach LOS F F E F Intersection Summary HCM 2000 Control Delay 180.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.45 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 124.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 304 HCM Signalized Intersection Capacity Analysis 7: Westborough Blvd & Gellert Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 197 2385 30 209 1303 304 82 96 466 842 106 197 Future Volume (vph) 197 2385 30 209 1303 304 82 96 466 842 106 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 5074 1770 5085 1536 1770 1863 1583 1610 3260 1522 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 5074 1770 5085 1536 1770 1863 1583 1610 3260 1522 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 2592 33 227 1416 330 89 104 507 915 115 214 RTOR Reduction (vph)010002170012000165 Lane Group Flow (vph) 214 2624 0 227 1416 113 89 104 387 457 573 49 Confl. Peds. (#/hr) 5 10 15 Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 2 3 4 Actuated Green, G (s) 20.9 58.4 14.0 51.5 51.5 25.4 25.4 25.4 34.4 34.4 34.4 Effective Green, g (s) 20.9 58.4 14.0 51.5 51.5 25.4 25.4 25.4 34.4 34.4 34.4 Actuated g/C Ratio 0.14 0.39 0.09 0.34 0.34 0.17 0.17 0.17 0.23 0.23 0.23 Clearance Time (s) 4.0 4.6 4.0 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Vehicle Extension (s) 3.0 5.0 3.0 5.0 5.0 2.0 2.0 2.0 3.0 3.0 3.0 Lane Grp Cap (vph) 246 1975 165 1745 527 299 315 268 369 747 349 v/s Ratio Prot 0.12 c0.52 c0.13 0.28 0.05 0.06 c0.28 0.18 v/s Ratio Perm 0.07 c0.24 0.03 v/c Ratio 0.87 1.33 1.38 0.81 0.21 0.30 0.33 1.45 1.24 1.19dl 0.14 Uniform Delay, d1 63.2 45.8 68.0 44.8 34.9 54.5 54.8 62.3 57.8 54.1 46.0 Progression Factor 1.00 1.00 0.86 0.81 1.19 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.2 151.6 197.7 3.6 0.8 2.5 2.8 220.3 128.5 4.7 0.2 Delay (s) 89.4 197.4 256.4 39.9 42.4 57.0 57.6 282.6 186.3 58.8 46.2 Level of Service F F F D D E E F F E D Approach Delay (s) 189.2 65.2 220.5 103.5 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 140.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 17.8 Intersection Capacity Utilization 110.4% ICU Level of Service H Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 305 HCM Signalized Intersection Capacity Analysis 8: Westborough Blvd & I-280 SB Off-Ramp 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 2523 1471 0 564 345 Future Volume (vph) 0 2523 1471 0 564 345 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.6 4.0 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3539 3539 3433 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3539 3539 3433 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 2742 1599 0 613 375 RTOR Reduction (vph)000000 Lane Group Flow (vph) 0 2742 1599 0 613 375 Turn Type NA NA Prot Free Protected Phases 2 6 4 Permitted Phases Free Actuated Green, G (s) 53.5 53.5 12.4 75.0 Effective Green, g (s) 53.5 53.5 12.4 75.0 Actuated g/C Ratio 0.71 0.71 0.17 1.00 Clearance Time (s) 4.5 4.5 4.6 Vehicle Extension (s) 4.0 4.0 2.0 Lane Grp Cap (vph) 2524 2524 567 1583 v/s Ratio Prot c0.77 0.45 c0.18 v/s Ratio Perm 0.24 v/c Ratio 1.09 0.63 1.08 0.24 Uniform Delay, d1 10.8 5.6 31.3 0.0 Progression Factor 1.24 0.76 1.00 1.00 Incremental Delay, d2 39.7 0.1 61.6 0.4 Delay (s) 53.0 4.4 92.9 0.4 Level of Service D A F A Approach Delay (s) 53.0 4.4 57.8 Approach LOS D A E Intersection Summary HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.09 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 306 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 9 Movement EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 21 149 1872 745 269 759 580 137 554 323 384 424 Future Volume (vph) 21 149 1872 745 269 759 580 137 554 323 384 424 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3167 1441 1770 1610 3357 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3167 1441 1770 1610 3357 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 23 162 2035 810 292 825 630 149 602 351 417 461 RTOR Reduction (vph) 0 0 0 54 0 1 0 56 0 0 0 154 Lane Group Flow (vph) 0 185 2035 756 292 1469 0 78 602 249 519 307 Turn Type Prot Prot NA Perm Prot NA Perm Split Split NA Perm Protected Phases 5 5 2 1 6 7 7 7 Permitted Phases 2 6 7 Actuated Green, G (s) 11.5 53.0 53.0 15.5 57.0 57.0 32.5 32.5 32.5 32.5 Effective Green, g (s) 11.5 53.0 53.0 15.5 57.0 57.0 32.5 32.5 32.5 32.5 Actuated g/C Ratio 0.08 0.35 0.35 0.10 0.38 0.38 0.22 0.22 0.22 0.22 Clearance Time (s) 3.5 5.0 5.0 3.5 5.0 5.0 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 135 1250 559 182 1203 547 383 348 727 342 v/s Ratio Prot 0.10 c0.57 c0.17 0.46 c0.34 0.15 0.15 v/s Ratio Perm 0.48 0.05 0.19 v/c Ratio 1.37 1.63 1.35 1.60 1.22 0.14 1.57 0.72 0.71 0.90 Uniform Delay, d1 69.2 48.5 48.5 67.2 46.5 30.5 58.8 54.5 54.4 57.2 Progression Factor 1.02 1.01 1.02 0.81 1.24 1.71 1.00 1.00 1.00 1.00 Incremental Delay, d2 171.0 282.9 159.4 287.8 104.7 0.3 269.6 7.3 3.6 25.4 Delay (s) 241.7 332.0 208.8 342.6 162.4 52.4 328.4 61.8 58.0 82.6 Level of Service FFFFF DFEEF Approach Delay (s) 293.6 182.4 153.6 Approach LOS F F F Intersection Summary HCM 2000 Control Delay 228.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.59 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 141.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 307 HCM Signalized Intersection Capacity Analysis 9: Junipero Serra Blvd & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 10 Movement SBL SBT SBR SBR2 Lane Configurations Traffic Volume (vph) 431 1016 157 152 Future Volume (vph) 431 1016 157 152 Ideal Flow (vphpl) 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 0.85 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1583 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 468 1104 171 165 RTOR Reduction (vph)0000 Lane Group Flow (vph) 468 1104 171 165 Turn Type Split NA Perm Free Protected Phases 8 8 Permitted Phases 8 Free Actuated Green, G (s) 30.0 30.0 30.0 150.0 Effective Green, g (s) 30.0 30.0 30.0 150.0 Actuated g/C Ratio 0.20 0.20 0.20 1.00 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 354 707 316 1583 v/s Ratio Prot 0.26 c0.31 v/s Ratio Perm 0.11 0.10 v/c Ratio 1.32 1.56 0.54 0.10 Uniform Delay, d1 60.0 60.0 53.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 163.4 259.6 1.9 0.1 Delay (s) 223.4 319.6 55.7 0.1 Level of Service F F E A Approach Delay (s) 244.7 Approach LOS F Intersection Summary 308 HCM Signalized Intersection Capacity Analysis 10: W Orange Ave/Camaritas Ave & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 97 2387 243 63 1444 280 24 3 27 215 125 278 Future Volume (vph) 97 2387 243 63 1444 280 24 3 27 215 125 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1559 1770 1588 1681 1746 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1559 1770 1588 1681 1746 1558 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 105 2595 264 68 1570 304 26 3 29 234 136 302 RTOR Reduction (vph) 0 0 30 0 0 70 0 27 0 0 0 126 Lane Group Flow (vph) 105 2595 234 68 1570 234 26 5 0 183 187 176 Confl. Peds. (#/hr) 2 2 3 Turn Type Prot NA Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3 Permitted Phases 2 6 3 Actuated Green, G (s) 15.7 90.9 90.9 9.3 84.5 84.5 9.6 9.6 22.2 22.2 22.2 Effective Green, g (s) 15.7 90.9 90.9 9.3 84.5 84.5 9.6 9.6 22.2 22.2 22.2 Actuated g/C Ratio 0.10 0.61 0.61 0.06 0.56 0.56 0.06 0.06 0.15 0.15 0.15 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 3.0 3.0 2.0 3.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 185 2144 959 109 1993 878 113 101 248 258 230 v/s Ratio Prot c0.06 c0.73 0.04 0.44 c0.01 0.00 0.11 0.11 v/s Ratio Perm 0.15 0.15 c0.11 v/c Ratio 0.57 1.21 0.24 0.62 0.79 0.27 0.23 0.05 0.74 0.72 0.76 Uniform Delay, d1 63.9 29.5 13.7 68.6 25.7 16.8 66.7 65.9 61.1 61.0 61.4 Progression Factor 1.29 0.61 0.35 1.10 1.07 1.25 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 95.1 0.1 0.7 0.3 0.1 0.4 0.1 9.5 8.3 12.7 Delay (s) 82.7 113.2 4.9 76.5 27.7 21.1 67.1 66.0 70.6 69.3 74.1 Level of Service F F A E C C E E E E E Approach Delay (s) 102.4 28.4 66.5 71.8 Approach LOS F C E E Intersection Summary HCM 2000 Control Delay 72.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 105.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 309 HCM Signalized Intersection Capacity Analysis 11: El Camino Real & Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 443 1372 814 551 1041 215 662 753 388 323 1090 84 Future Volume (vph) 443 1372 814 551 1041 215 662 753 388 323 1090 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1562 3433 3539 1549 3433 3539 1559 3433 5085 1556 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 482 1491 885 599 1132 234 720 818 422 351 1185 91 RTOR Reduction (vph) 0 0 174 0 0 66 0 0 173 0 0 65 Lane Group Flow (vph) 482 1491 711 599 1132 168 720 818 249 351 1185 26 Confl. Peds. (#/hr)1735 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Actuated Green, G (s) 28.5 49.5 49.5 18.5 39.5 39.5 21.5 46.9 46.9 17.1 42.5 42.5 Effective Green, g (s) 28.5 49.5 49.5 18.5 39.5 39.5 21.5 46.9 46.9 17.1 42.5 42.5 Actuated g/C Ratio 0.19 0.33 0.33 0.12 0.26 0.26 0.14 0.31 0.31 0.11 0.28 0.28 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 336 1167 515 423 931 407 492 1106 487 391 1440 440 v/s Ratio Prot 0.27 0.42 c0.17 0.32 c0.21 c0.23 0.10 c0.23 v/s Ratio Perm c0.46 0.11 0.16 0.02 v/c Ratio 1.43 1.28 1.38 1.42 1.22 0.41 1.46 0.74 0.51 0.90 0.82 0.06 Uniform Delay, d1 60.8 50.2 50.2 65.8 55.2 45.7 64.2 46.1 42.2 65.6 50.2 39.2 Progression Factor 0.69 0.79 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 197.1 125.6 172.8 200.7 107.0 0.2 219.5 4.5 3.8 21.9 5.4 0.3 Delay (s) 238.7 165.1 224.3 266.5 162.3 45.9 283.8 50.5 46.0 87.5 55.7 39.4 Level of Service FFFFFDFDDFED Approach Delay (s) 195.9 180.2 135.2 61.6 Approach LOS F F F E Intersection Summary HCM 2000 Control Delay 152.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 120.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 310 HCM Unsignalized Intersection Capacity Analysis 12: Project Drwy #3 & Gellert Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 13 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 8 410 0 0 876 Future Volume (Veh/h) 0 8 410 0 0 876 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 9 446 0 0 952 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 821 pX, platoon unblocked vC, conflicting volume 922 223 446 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 922 223 446 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 269 780 1111 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 9 297 149 476 476 Volume Left 00000 Volume Right 90000 cSH 780 1700 1700 1700 1700 Volume to Capacity 0.01 0.17 0.09 0.28 0.28 Queue Length 95th (ft)10000 Control Delay (s) 9.7 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 311 HCM Unsignalized Intersection Capacity Analysis 13: Gellert Blvd & Project Drwy #2 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 14 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 2 409 18 0 876 Future Volume (Veh/h) 0 2 409 18 0 876 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2 445 20 0 952 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 492 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 931 232 465 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 898 188 424 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 275 809 1113 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 2 297 168 476 476 Volume Left 00000 Volume Right 2 0 20 0 0 cSH 809 1700 1700 1700 1700 Volume to Capacity 0.00 0.17 0.10 0.28 0.28 Queue Length 95th (ft)00000 Control Delay (s) 9.5 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.5 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 312 HCM Unsignalized Intersection Capacity Analysis 14: Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 15 Movement EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (veh/h) 2523 1170 0 1811 0 0 Future Volume (Veh/h) 2523 1170 0 1811 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2742 1272 0 1968 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 617 417 pX, platoon unblocked 0.60 0.69 0.60 vC, conflicting volume 4014 3398 1371 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 4679 2063 303 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 14 33 419 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 Volume Total 1371 1371 1272 656 656 656 Volume Left 000000 Volume Right 0 0 1272 0 0 0 cSH 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.81 0.81 0.75 0.39 0.39 0.39 Queue Length 95th (ft)000000 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 313 HCM Unsignalized Intersection Capacity Analysis 15: Westborough Blvd 06/18/2020 2245 Gellert Boulevard 02/20/2020 Cumulative+Project_AM Synchro 10 Report Hexagon Page 16 Movement EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (veh/h) 2786 301 0 1471 0 0 Future Volume (Veh/h) 2786 301 0 1471 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3028 327 0 1599 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 202 406 pX, platoon unblocked 0.32 0.49 0.32 vC, conflicting volume 3355 3991 1173 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 969 0 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 229 502 352 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 Volume Total 1211 1211 933 800 800 Volume Left 00000 Volume Right 0 0 327 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.71 0.71 0.55 0.47 0.47 Queue Length 95th (ft)00000 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 314 Memorandum Date: June 15, 2020 To: Mr. Ask Zaki, Euromotors Holdings II, LLC From: Trisha Dudala, P.E. and Gary Black Subject: 2211 & 2245 Gellert Boulevard – Final Transportation Demand Management Program Introduction This memorandum presents a Transportation Demand Management (TDM) program for the proposed Mercedes Benz automobile dealership at 2211 and 2245 Gellert Boulevard in South San Francisco, California. The City of South San Francisco requires that all new non-residential development that would generate more than 100 daily trips prepare a TDM plan to achieve at least a 28% alternative mode share. As the proposed project is anticipated to generate more than 100 daily trips, the project will be required to implement a TDM program. This memorandum identifies effective and appropriate TDM measures that have the potential to achieve the required 28 percent alternative mode use by the dealership employees. The project would convert the existing Orchard Supply Hardware (OSH) store on the 2245 Gellert Boulevard parcel to a two-story Mercedes Benz showroom. On the 2211 Gellert Boulevard parcel, the project would replace the existing strip mall with a 30,307 s.f. service center. Primary access to the project would be provided via the signalized intersection of Gellert Boulevard and Marbella Drive. Two limited access driveways (allowing right-in/right-out only movements) on Gellert Boulevard, located to the north of Marbella Drive would also provide access to the proposed project. The proposed project site plan is shown on Figure 1. Purpose The purpose of this TDM program is to develop strategies, measures, and incentives to encourage future employees of the proposed project to walk, bicycle, use public transportation, carpool, or use other alternatives to driving alone when traveling to and from work. Convenience and cost are the primary factors that affect an individual’s choice of transportation mode. Measures that work for some people may not work for others. Therefore, an effective TDM program needs to provide an array of options and incentives to meet the varied needs of individual employees. The purpose of this TDM program is to encourage employees to use alternatives to driving alone when commuting to and from work and to provide an on-going monitoring program to ensure the desired alternative mode use percentage is achieved. Regulatory Setting The TDM program is based on guidelines provided by the City of South San Francisco (SSF). Chapter 20.400 of the Municipal Code provides guidelines for the TDM program and requires that all non-residential development projects generating more than 100 daily trips should achieve a minimum alternative mode use of 28 percent. The guidelines list 14 required measures through which the minimum alternative mode use can be achieved. ATTACHMENT 9 315 2211 & 2245 Gellert Blvd Car Dealership Figure 1 Project Site Plan 316 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 3 The guidelines also list 10 additional measures through which alternative mode use can be encouraged. These measures are described under “Recommended TDM Measures.” The City requires an annual survey of employee travel modes in order to monitor compliance with the guidelines. Alternative Transportation Services in the Area The following facilities and services are available in the project area to support the use of commute alternatives. Transit Service Existing transit service to the study area is provided by San Mateo County Transit District (SamTrans) and BART. The transit services are described below and shown on Figure 2. SamTrans Bus Routes Route 122 travels between Stonestown Shopping Center in San Francisco and the South San Francisco BART station, providing service to the Colma BART Station, San Francisco State University and many retail and medical centers along the way. On weekdays, it operates with approximately 20-minute headways during the peak hours and approximately 30-minute headways for the rest of the day, from 5:00 AM to 11:15 PM. It operates on weekends and holidays with 30- minute headways. In the project vicinity, it travels on Gellert Boulevard, King Drive, and Westborough Boulevard. The closest bus stop is located near the Gellert Boulevard and King Drive intersection, about 800 feet from the project site. Route 28 travels between the Serramonte Center in Daly City and South San Francisco High School. Along the route, it connects with regional shopping centers in Daly City and South San Francisco. It operates with 10-minute headways during the AM period and 6-minute headways during the PM period except for Wednesdays. The service is only provided on school days. In the project vicinity, it travels on Westborough Boulevard and Gellert Boulevard. The closest bus stop is located near the Gellert Bouelvard and King Drive intersection, about 800 feet from the project site. BART Service Bay Area Rapid Transit (BART) operates regional rail service in the Bay Area, connecting between San Francisco International Airport, San Francisco to the north, and cities in the East Bay. The Richmond-Daly City/Millbrae Line on weekdays provides service from 5:00 AM to 9:15 PM with typical headways (frequency of service) of 15 minutes during peak and mid-day hours. The Pittsburg/Bay Point-SFO Airport-Millbrae Line on weekdays provides service between 5:15 AM to 1:30 AM with typical headways of 15 minute during peak and mid-day hours and 20 minutes headway after 8:00 PM. There are bicycle racks and bicycle lockers available at the South San Francisco BART Station. This station has monthly reserved, single day reserved and carpool parking. The South San Francisco BART station is located approximately 2.5 miles east of the project site. The BART station is served by SamTrans Bus Route 122. Bicycle Facilities Bicycle facilities include bike paths, bike lanes, and bike routes. Bike paths (Class I facilities) are pathways, separate from roadways, which are designated for use by bicycles. Often, these pathways also allow pedestrian access. Bike lanes (Class II facilities) are lanes on roadways designated for use by bicycles with special lane markings, pavement legends, and signage. Bike routes (Class III) are existing rights-of-way that accommodate bicycles but are not separate from the existing travel lanes. Routes are typically designated only with signs. Existing bicycle facilities in the project study area are shown on Figure 3. The following bicycle facilities exist in the project study area. 317 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 4 Class I Bikeway (Multi-Use Path) Centennial Way Trail is a bike path that extends from the South San Francisco BART station to the San Bruno BART station. This path connects to Class III bike routes on Chestnut Avenue and W. Orange Avenue. Class II Bikeways (Bike Lanes)  Westborough Boulevard between Skyline Boulevard and Galway Drive and between Junipero Serra Boulevard and Camaritas Avenue/West Orange Avenue  Gellert Boulevard between Westborough Square Driveway and Rowntree Way, and north of King Drive  King Drive west of Junipero Serra Boulevard  Junipero Serra Boulevard through the City of South San Francisco Class III Bikeways (Bike Routes)  El Camino Real through the City of South San Francisco  Gellert Boulevard between King Drive and Rowntree Way  Westborough Boulevard between Galway Place and Junipero Serra Boulevard, and between Camaritas Avenue/West Orange Avenue and El Camino Real Pedestrian Facilities Pedestrian facilities in the study area consist of sidewalks that are ADA (American with Disabilities Act) compatible along most of the surrounding streets. Crosswalks with pedestrian signal heads are located at almost all of the signalized intersections in the study area, except at the Westborough Boulevard and Junipero Serra Boulevard intersection due to the lack of sidewalks on Junipero Serra Boulevard and on Westborough Boulevard east of Junipero Serra Boulevard. There are a few gaps in the sidewalk network in the project area:  Both sides of Westborough Boulevard between Junipero Serra Boulevard and Camaritas Avenue/West Orange Avenue.  South side of Westborough Boulevard between Oakmont Drive and Galway Place, and south side at the I-280 interchange.  Both sides of Junipero Serra Boulevard through the City of South San Francisco.  Both sides of Skyline Boulevard through the City of South San Francisco. Overall, the existing pedestrian facilities provide adequate connectivity between the site and all of the immediate surrounding land uses and transit stops in the project area. 318 28 28 28 28 28 28 28 28 122 122 122 122 122 122 South San Francisco Daly City San Bruno Pacifica 280 King DrCallan B lvd Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e Sk y l i n e B l v dSk ylin e B lv d Ca m a r i t a s A v e Or a n g e A v e Sk y l i n e B l v d Ge l l e r t B l v d Gelle r t B lvd El C am i n o Re a l Ki n g D r C a l l a n B l v d Westbo r o u g h Bl v d Ju n i p e r o S e r r a B l v d Missi o n R d = Site Location LEGEND = Bus Stops SouthSouthSan FranciscoSan FranciscoBART StationBART Station XXX = SamTrans Route Connecting to BART and Caltrain Stations = SamTrans School-day Only RouteXX SouthSan FranciscoBART Station To San FranciscoTo San Francisco 2211 & 2245 Gellert Blvd Car Dealership Figure 2 Existing Transit Services 319 Ce n t e n n ial W a y T r a i l South San Francisco Daly City San Bruno Pacifica 280 Ca m a r i t a s A v e Camaritas Ave Or a n g e A v eOr a n g e Av e S k y l i n e B l v d S k ylin e Blv d Ki n g Dr King Dr G e l l e r t B l v d Gell e r t B l v d El C am i no Re a lCallan B lvd Westbor o u g h Bl v d Westborough BlvdJunipe ro Se rra B lvd Avalon Dr Ca m a r i t a s A v e Or a n g e A v e S k y l i n e B l v d = Site Location LEGEND = Existing Class II Bike Lanes = Existing Class III Bike Routes = Existing Class I Bike Paths To San FranciscoTo San Francisco 2211 & 2245 Gellert Blvd Car Dealership Figure 3 Existing Bicycle Facilities 320 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 7 Recommended TDM Measures The following TDM measures, all of which are required by Chapter 20.400.004 of the City’s zoning ordinance, and three additional trip reduction measures should be implemented for the proposed project. All of the measures that are required by the City should be implemented as soon as the project is constructed and occupied. All of the required measures should be implemented as a comprehensive program and are expected to achieve the 28% alternative mode use goal among employees of the proposed automobile dealership. Research regarding TDM programs suggests that it is difficult to predict how much of a mode shift is likely to be produced by an individual measure. Instead, successful programs include many measures that mutually reinforce each other and produce a culture of using sustainable modes of transportation. Many employers have found that a whole TDM program can be greater than the sum of the individual parts when a comprehensive TDM program is consistently and effectively promoted to employees. Accordingly, this plan in total is expected to achieve a 28% mode shift, but the specific percentage contribution of each measure to that shift has not been estimated.  TDM Measure 1 - Carpool and Vanpool Ridematching Services and Incentive Programs. Carpooling offers the comfort of a car ride, the efficiency of carpool lanes, free travel in express lanes, and shared commute costs. The Employer Contact should be responsible for matching potential carpoolers and vanpoolers by administering a carpool/vanpool matching application. The application will match employees who work onsite who may be able to carpool or vanpool together. In addition, the Employer Contact should promote the 511 RideMatch service, which may assist employees in finding ridesharing partners who work nearby. The 511 Ridematch service is an interactive, on-demand system that helps commuters find others with similar routes and travel patterns with whom they may share a ride. Registered users are provided with a list of other commuters near their employment or residential ZIP code, along with the closest cross street, email, phone number, and hours they are available to commute to and from work. Participants are then able to select and contact others with whom they wish to commute. The service also provides a list of existing carpools and vanpools in their residential area that may have vacancies. Commute.org offers carpool and vanpool incentive programs. The alliance rewards commuters who use Scoop and Waze Carpool to carpool to and from work. When their carpool trips are logged for auto-tracking, commuters can earn rewards up to $100 (in installments of $25 e-gift card). The alliance’s vanpool incentive program will reimburse each passenger up to $300 in cash or pay the driver $500 (for driving a vanpool of seven or more passengers for a minimum of six months). The 511 Regional Rideshare Program also offers a variety of rewards to encourage non-solo driving options. The Employer Contact should publicize these incentive programs.  TDM Measure 2 - Designated Employer Contact. The project applicant should designate an employee who will be the official contact for the TDM program and should provide that person’s name and contact information to the City. The Employer Contact will serve as the on-site TDM Coordinator for the automobile dealership. Their responsibilities will include organizing and implementing the promotional programs, updating information on the information board/kiosk, administering the carpool and vanpool ride matching services, and serving as the official contact for the administration of the annual survey. 321 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 8  TDM Measure 3 - Direct Route to Transit. This measure is satisfied by the site location. Gellert Boulevard provides a direct route to transit. The nearest bus stops are located on Gellert Boulevard approximately 0.25 mile to the south near Westborough Boulevard and 0.25 mile to the north on King Drive. Continuous sidewalks are located on both sides of Gellert Boulevard between the project site and the bus stops. Gellert Boulevard and King Drive has streetlights between the project site and the bus stops that enhance pedestrian safety.  TDM Measure 4 - Guaranteed Ride Home. The purpose of an Emergency Ride Home program is to guarantee that employees need not worry about being stranded at work without a car in the event of illness, family emergency, or unexpected overtime if they carpool or vanpool or take transit. By reassuring commuters who do not drive alone that they can have timely and paid transportation in the event of an emergency, this program removes one of the largest concerns expressed by most employees about using alternative modes of transportation. The project should provide carpool, vanpool and transit riders with guaranteed rides home in emergency situations. Rides could be provided either by a transportation service provider through Commute.org or an informal policy using company vehicles. Commute.org has created a program that provides employees from participating employers with a free taxi ride in the case of an emergency. There is no need for employees to sign up for the program in advance, and the employer only pays when the service is used. Commuters can use any form of transportation to get home, such as public transit, ride- hailing app (Uber or Lyft), car share or taxi, and be reimbursed up to $60 per trip up to four times a year. The project applicant should sign up for this program.  TDM Measure 5 - Information Board/Kiosk. The project should provide a bulletin board in the break room/waiting area where transportation-related information can be displayed. The Employer Contact should post the following information: transit routes and schedules, carpooling and vanpooling information, information about bikeways and taking bikes on transit services, and information about incentive programs and transit subsidies.  TDM Measure 6 - Passenger Loading Zone. Passenger loading zones for carpool and vanpool drop-off should be located near the main building entrance. Based on the site plan, passenger loading for carpool and vanpool drop-off would occur in the service drive in front of the showroom building entrance.  TDM Measure 7 - Pedestrian Connections. The site plan shows that the showroom building would be located less than 150 feet from Gellert Boulevard. The site plan shows a direct connection between the building entrance and the sidewalk on the east side of Gellert Boulevard. The north/south drive aisle adjacent to the showroom will be striped with a pedestrian crosswalk to enhance pedestrian safety.  TDM Measure 8 - Promotional Programs. The Employer Contact should: o Prepare and distribute new employee orientation packets on transportation alternatives and the services available to employees. o Post, email, or distribute flyers, posters, brochures, and other materials on commute alternatives. The Commute.org can help provide marketing materials. o Promote special events such as Rideshare Week (October), Spare the Air days, or other events, such as the Alliance’s “Commuter Challenge” contest. 322 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 9 o Provide trip planning assistance to employees who are considering an alternative mode. o Maintain a supply of up-to-date transit schedules and route maps for SamTrans, BART, and o Caltrain and be knowledgeable enough to answer employees’ questions.  TDM Measure 9 - Showers and Clothes Lockers. The project should provide a shower and lockers in the men’s and women’s restrooms for employees who walk or bicycle to work to use free of charge. Providing a shower and changing rooms will encourage employees to walk or bicycle to the site.  TDM Measure 10 - Shuttle Program. The project should provide shuttle service for employees and visitors to the South San Francisco BART station and other destinations within a 2.5-mile radius of the project site.  TDM Measure 11 - Transportation Management Association (TMA). The project should participate in Commute.org, an alliance of 17 cities and the county of San Mateo, which provides comprehensive and ongoing support for alternative commute programs in San Mateo County. By joining the Alliance, the Employer Contact need not “re-invent the wheel” to develop an effective TDM program. All employers in San Mateo County can utilize the resources, incentive programs, and services provided by the Alliance to promote commute alternatives. The Alliance’s website at www.commute.org provides detailed information on their programs.  TDM Measure 12 - Long-Term Bicycle Parking. Providing secure bicycle parking encourages bicycle commuting and increases the parking supply available to employees. The project applicant should provide bicycle parking in a locked, controlled access area. According to City Municipal Code (section 20.330.008), the project would be required to provide long term bicycle parking at a ratio of 1 space for each 25 required parking spaces for any establishment with 25 or more employees. The site plan shows 86 public and employee parking spaces; therefore, the project should provide onsite bicycle parking facilities to accommodate 3 long term bicycle parking spaces consistent with the City’s requirements. The site plan shows that the project will provide 4 long term bicycle parking spaces.  TDM Measure 13 - Short-Term Bicycle Parking. The project falls under the category of sales and service in the Commercial Lane Use Classification and is therefore exempt from providing on-site short-term bicycle parking spaces.  TDM Measure 14 - Parking for Carpools and Vanpools. The TDM ordinance requires that 10% of all vehicle parking spaces should be reserved for carpools or vanpools with a minimum of one space. These spaces are to be in premium and convenient locations. All parking on site will be free of charge. The site plan shows 86 public and employee parking spaces; therefore, the code recommends 9 spaces to be designated for carpools and vanpools. The project should designate one parking space for carpools/vanpools and based on the usage of carpool/vanpool by employees, the project should designate a greater number of parking spaces for carpools/vanpools. 323 2211 & 2245 Gellert Boulevard, South San Francisco, CA – Final TDM Program June 15, 2020 Page | 10 Additional TDM Measures The City’s municipal code lists 10 additional measures through which the minimum alternative mode use can be achieved. The project will implement three additional measures as described below.  Subsidized Transit Passes. Subsidized transit passes are an extremely effective means of encouraging employees to use transit rather than drive to work. The project will subsidize the employee costs for the use of public transportation such as BART, Caltrain, or buses.  Bicycle Connection. The project site plan shows a bicycle connection from the building entrance on site to the bicycle lanes on Gellert Boulevard.  Onsite Amenities. The project site plan shows a break room with vending machines that will be located inside the building for use by the employees and visitors. Also, the Westborough Square shopping center, which offers multiple restaurant options, is located within walking distance of the project site. Employees could easily walk or bike to the shopping center. Implementation The project applicant will be responsible for ensuring that the trip reduction measures are implemented as described in this plan up to the level necessary to achieve the trip reduction goal for the life of the project. The applicant should designate an Employee Contact as soon as practicable and should inform the City of that person’s name and contact information. If the Employer Contact changes for any reason, it is the responsibility of the dealership to designate a new Employer Contact and inform the City of the change. Monitoring A key strategy of all TDM programs is to monitor their effectiveness with an annual survey. The goal of the survey is to collect data on modes of travel used, opinions on the most effective and ineffective TDM measures, reasons for not using an alternative mode, and suggestions for improvements. As required by the City’s TDM ordinance, the annual survey for this project will be prepared and administered by the City or the City’s designated representative. The Employer Contact should work with the City to facilitate the survey administration and ensure adequate employee participation in the survey. A report of the survey findings should be presented annually to the Planning Commission and the City Council. Based on the annual survey findings, if the 28% alternative mode use goal among the employees has not been achieved, the project should outline additional measures that will be adopted in the coming year to achieve the goal along with an implementation schedule. 324 Wednesday, June 17, 2020 at 15:35:11 Pacific Daylight Time Page 1 of 2 Subject:Public Comment Received Date:Monday, June 15, 2020 at 4:27:17 PM Pacific Daylight Time From:Annibale, Gaspare To:Ash Zaki CC:Alan Cross, Jeremy Oliver, Leroy Berges, Luke Curran, Adrienne Tissier, Mehra, Sailesh Hi All, Further to our call this morning, we menPoned the City received a correspondence from a resident. For your reference, below is the email provided to the City. This will be incorporated into the Staff Report for record of public comments. “I have lived here for 36 years who is voPng to allow this to happen. We don't need a car dealership in westborough area. We need to support small businesses not chase them away. I am very disappointed in all of you once again. This happened once before when they renovated westborough square without informing the people who lived here and should have a say! Later Pme I went to the city council meePng only to find out the contractor forgot to send out the le\ers to the neighborhood. Shame on you for failing to do the right thing once again. Are you really thinking of the neighbors or your pocketbooks! We need retail stores and restaurants NOT A MERCEDES BENZ DEALERSHIP! SUPPORT THE LITTLE GUYS NOT THE RICH BIG BUSINESSES. I am really disgusted with the recent developments all over the city. So many small businesses are being forced to leave/close it is very sad. I am ashamed and embarrassed to live here anymore since the people who live here have no say about anything. I don't live in San Francisco with skyscrapers. I live in SOUTH SAN FRANCISCO a small homey town with a personal feel. No more big business has taken over and bought our city managers and council. So sad SSF will never be the same. Westborough area will never be the same. The important resourses are all gone. Too bad greed and deep pockets are more important. Where is pet club, a local hardware store, laundromat, restaurants? I hear your also gecng rid of the strip mall where round table pizza is. Really! What the hell! I hate li\le caesar's food undercooked and bland. Rethink what you are doing! For once ask the people who live here what they want in THEIR/OUR neighborhood! Georgeann Farrar” Gaspare [City Logo - Transparent Background MED]<h\ps://url.emailprotecPon.link/? bU3ibpDukU_CGWvXnow_Sb2WnlUGcWgi90xpb-HmV6iV2Jow7rGWkx-ae9Zrg24u4hkH4G3KDjwgw0C- jFj_FQ~~>Gaspare Annibale | Associate Planner City of South San Francisco | Economic & Community Development Department PO Box 711 | South San Francisco, CA 94083-0711<x-apple-data-detectors://0/0> Main (650) 877-8535<tel:(650)%20877-8535> | * gaspare.annibale@ssf.net<mailto:gaspare.annibale@ssf.net> As part of the City’s response to COVID-19, the City has moved to modified operaPons unPl further noPce. The City remains open, however, operaPons will occur online at h\ps://url.emailprotecPon.link/? bcFuWMPtKQNskZVU11sK92AZbqoQTit2R-ij5AGYKwiqLEnC____OooXqT1okxzTsDNgIznUYTlS78bXAtguRQ~~ <h\ps://url.emailprotecPon.link/?bU3ibpDukU_CGWvXnow_Sb2WnlUGcWgi90xpb-HmV6iV2Jow7rGWkx- ae9Zrg24u4hkH4G3KDjwgw0C-jFj_FQ~~> or over the phone at (650) 877-8535<tel:(650)%20877-8535> to limit in- person contact. EssenPal services from first-responders will conPnue. Thank you for your paPence and cooperaPon as we all do our part to address this global health crisis. PERMIT CENTER DEPARTMENT ApplicaPons for Building permits can be made online at: h\ps://url.emailprotecPon.link/?bdv_grmnUY- vbW0YwpdjRdZBSs_gTknoC9tU4mdyO5D- Z__EyT2npkPx2fgASGle30y_EMjyKyD8ncCe_V4W6Bb7FHonDIG7yG3weoeb2G2S_r5s_3ea--NMYYG0EKsph. ATTACHMENT 10 325 Page 2 of 2 For Planning enPtlements, please email planning@ssf.net<mailto:planning@ssf.net> or call us at (650) 877-8535<tel: (650)%20877-8535>. Thank you for your support, paPence and understanding, and we apologize for any inconvenience. <h\ps://url.emailprotecPon.link/?bBom7KkAacZpainlL91FYcBwk9CBklJWR- 08TGrNLgt5ozRoCGCMyLnF9ype56f6eE2Gy6s_G2N0j9loZFh5N4lh8Rj4Mr_UIK0FVmW2B8VtwAaZzJsRgEAsgHY8vcyp M> 326 Wednesday, June 17, 2020 at 15:02:55 Pacific Daylight Time Page 1 of 3 Subject:Re: No dealership in Westborough! Date:Wednesday, June 17, 2020 at 2:36:34 PM Pacific Daylight Time From:Ash Zaki To:gann7@ymail.com CC:SSFCommunityOutreach AGachments:MBSF Community 062020.pdf Of Course, one is aRached. From: Georgeann Farrar <gann7@ymail.com> Reply-To: "gann7@ymail.com" <gann7@ymail.com> Date: Wednesday, June 17, 2020 at 1:24 PM To: Ash Zaki <ash.zaki@euromotorsca.com> Cc: SSFCommunityOutreach <SSFCommunityOutreach@sXenz.com> Subject: Re: No dealership in Westborough! Could you please forward me a copy of the flyer. Thank you. Georgeann Farrar Sent from Yahoo Mail on Android On Wed, Jun 17, 2020 at 12:56 PM, Ash Zaki <ash.zaki@euromotorsca.com> wrote: I am not sure why. We were given a list by the City of residents that are directly affected by the dealership. We mailed out 707 flyer to all the address that the city supplied. From: Georgeann Farrar <gann7@ymail.com> Reply-To: "gann7@ymail.com" <gann7@ymail.com> Date: Wednesday, June 17, 2020 at 12:12 PM To: Ash Zaki <ash.zaki@euromotorsca.com> Cc: SSFCommunityOutreach <SSFCommunityOutreach@sXenz.com> Subject: Re: No dealership in Westborough! What about flyers to homeowners in south westborough? I live on Wentworth Drive we are always forgoRen in these mailings. Don't you think it is wise to encompass the whe areas effected by these developments? 327 Page 2 of 3 I found out about the dealership on Nextdoor. Sad very sad..... Georgeann Farrar Sent from Yahoo Mail on Android On Wed, Jun 17, 2020 at 6:54 AM, Ash Zaki <ash.zaki@euromotorsca.com> wrote: Good morning Ms.Farrar, Thank you for poinbng out the error on the flyer, you are the first person to do so, our mistake and we went ahead and added the misspelled email address. While we can’t comment about the business that have relocated over the years, we can assure you of a few things to put your concerns at ease. According to an independent traffic study that was required by the city, we will generate less car traffic in the area than the previous businesses located on the site. OSH has vacated the site somebme back and it has aRracted less than desirable acbvibes. I am sure you rather not have that going on there. We will be dimming our lights in the night bme to be good neighbors and we do not generate any significant amount of noise. I hope, in the near future, you will be pleasantly surprised with the outcome. Not to menbon the addibonal sales tax revenue that South San Francisco will get and put to great use for its residents. Best regards, Ash Zaki 328 Page 3 of 3 Sent via mobile device. On Jun 16, 2020, at 10:23 PM, Georgeann Farrar <gann7@ymail.com> wrote: See message below. By the way email on your flyer is wrong! Sent from Yahoo Mail on Android ----- Forwarded Message ----- From: "Georgeann Farrar" <gann7@ymail.com> To: "SSFComunityoutreach@SFbenz.com" <SSFComunityoutreach@SFbenz.com> Cc: "Georgeann Farrar" <gann7@yahoo.com> Sent: Tue, Jun 16, 2020 at 10:20 PM Subject: No dealership in Westborough! I don't want to see your dealership in my Westborough neighborhood it doesn't belong here! Car dealerships are located downtown not in our residenbal neighborhood. In the 36 years I have lived here we have lost many small businesses to city redevelopment and greed! How come residents in South Westborough didn't receive these leRers? We live here and should have input as to what goes in our neighborhoods. South Westborough didn't even get a say in the redevelopment many years ago. So many of our neighboring businesses were forced to leave the area since they couldn't afford the new rents there. So sad that our small businesses are being squeezed out for corporate greed. You will bring noise, crime, long hours and bright lights. NO THANK YOU! I like the smallness, closeness and peacefulness of Westborough. It will be sad to lose that when SF Benz invades us. Stay in SF aier all your not SSF Benz. Don't want your business in SSF. I see so many problems coming to our area if you are here. SO, NOT wanted and NOT welcome! I want back all the small restaurants and stores that have been fazed/forced out by corporabons. I love my quaint town of SSF! Georgeann Farrar Sent from Yahoo Mail on Android 329 Wednesday, June 17, 2020 at 15:17:07 Pacific Daylight Time Page 1 of 1 Subject:Re: SSF opening date Date:Friday, June 12, 2020 at 6:11:01 PM Pacific Daylight Time From:Ash Zaki To:BerniedeFe Flores BCC:Desiree Orellana, Leroy Berges, Debbie Ruble Hello BerniedeFe Flores, Thank you for reaching out. The city and the landlord have been instrumental to helping the tenants find new space to relocate. The original lease expired at the end of April, however, we have been informed by the landlord that some tenants have asked for extensions a couple of Pmes and we have agreed to all of them. We believe the last of the tenants are staying Pll the end of July. Please feel free to reach out again if you have anymore concerns. Best Regards, Ash Zaki From: BerniedeFe Flores <berniedeFeflores@gmail.com> Date: Friday, June 12, 2020 at 5:45 PM To: SSFCommunityOutreach <SSFCommunityOutreach@sYenz.com> Subject: SSF opening date Hi, I received a leFer about Mercedez-Benz of San Francisco moving to a lot across the street from me. When is the expected move in date? When will the restaurants be asked to leave? Best, BerniedeFe Flores 330 Wednesday, June 17, 2020 at 15:15:38 Pacific Daylight Time Page 1 of 1 Subject:Re: Please don’t come to ssf go to Colma instead!!!!! Date:Friday, June 12, 2020 at 3:03:46 PM Pacific Daylight Time From:Ash Zaki To:Ray Legaspi, SSFCommunityOutreach Dear Mr. Legaspi, Thank you for your feedback. We have a lot of support from the community and the City of South San Francisco, while We understand that neighbors, like yourself, that do not live in South San Francisco wouldn’t be as supporRve, we promise to be good neighbors and be sensiRve to the community’s needs. Best Regards, Ash Zaki From: Ray Legaspi <sUabyboy0@yahoo.com> Date: Friday, June 12, 2020 at 2:23 PM To: SSFCommunityOutreach <SSFCommunityOutreach@sUenz.com> Subject: Please don’t come to ssf go to Colma instead!!!!! I donT think a dealership would be appreciated in our neighborhood! Will you please move to Colma instead? This area and I think it should be used for be[er purposes! Thank you! 331 Wednesday, June 17, 2020 at 15:05:35 Pacific Daylight Time Page 1 of 1 Subject:Re: South San Francisco Mercedes Benz Dealership Date:Wednesday, June 17, 2020 at 3:05:08 PM Pacific Daylight Time From:Ash Zaki To:Nicole Mora, SSFCommunityOutreach Thank you Ms Mora, we really appreciate the support and look forward to serving your Mercedes-Benz needs. From: Nicole Mora <nicolemora940@gmail.com> Date: Tuesday, June 16, 2020 at 10:22 AM To: SSFCommunityOutreach <SSFCommunityOutreach@sYenz.com> Subject: South San Francisco Mercedes Benz Dealership Good Day, I received the correspondence regarding your relocation to South San Francisco. We look forward to having a luxury dealer so close to home. What a great feature in lieu of what is currently there now. It is a great sign that the area is continuing to grow and that business is good. Best regards, Nick 332 Wednesday, June 17, 2020 at 15:14:52 Pacific Daylight Time Page 1 of 1 Subject:Re: OSH SITE Date:Wednesday, June 17, 2020 at 3:14:24 PM Pacific Daylight Time From:Ash Zaki To:mromero@aol.com, SSFCommunityOutreach Mr. Romero, Thank you for your comments and concern, hopefully our way of conducQng business of puSng employees, customers and community needs in the center of our business decisions will break the trend. You would also be surprised to learn of how many luxury car owners live and or work in South San Francisco, I am confident they will help support us for many decades to come. Best regards, Ash Zaki From: "mromero@aol.com" <mromero@aol.com> Date: Monday, June 15, 2020 at 7:56 PM To: SSFCommunityOutreach <SSFCommunityOutreach@s]enz.com> Subject: OSH SITE The OSH site is best suited for retail and/or restaurants, which provides services to the surrounding community. It is most certainly not an ideal location for a car dealership. Auto row in Colma has several sites available that are well suited for a car dealership. To ensure that you relocate to a site that will provide the best opportunity for success, you should reconsider if this location is a suitable site for your business. Having lived in this area for over 66 years, I have seen many businesses come and go and fail at this location. It would be unfortunate to see your business added to the list. Sincerely. Martin Romero SSF resident 650-303-1321 333 From: Greenwood, Alex Sent: Tuesday, June 16, 2020 10:29 AM To: Mehra, Sailesh; Annibale, Gaspare Cc: Mendez, Ines Subject: FW: Phone call Gaspare & Sailesh, FYI, I spoke to Mr. Jacobs (see email below) and he indicated his strong support for the Mercedes dealership. He lives two blocks from the project site and feels it will be a significant increase in quality from what's been there in the past. He said it's a use that finally achieves the site's full potential, as opposed to OSH or K-Mart which never fully used the site. He's excited about the architecture and landscaping. Thanks, Alex ________________________________________________________________ Alex Greenwood | Director City of South San Francisco | Economic & Community Development Department PO Box 711 |South San Francisco, CA 94083-0711 P Main (650) 829-6620 ( Direct (650) 829-6622 | ? (650) 829-6623 | alex.greenwood@ssf.net NOTE: As part of the Cityís response to COVID-19, the City has moved to modified operations until further notice. The City remains open, however operations will occur online at www.ssf.net or over the phone at (650) 829-6620 to limit in-person contact. Essential services from first-responders will continue. Applications for permits can be made online at: https://www.ssf.net/departments/economic- community-development/permit-center. In-person assistance is by appointment only. Thank you for your support, patience and understanding, and we apologize for any inconvenience. 334 -----Original Message----- From: Mendez, Ines <Ines.Mendez@ssf.net> Sent: Monday, June 15, 2020 11:32 AM To: Greenwood, Alex <Alex.Greenwood@ssf.net> Subject: Phone call Good morning Regarding: New Mercedes Benz Dealership Would you please call back: Resident: Patrick Jacobs 650-588-7593 Tks Sent from Ines's - iPhone <https://cmo.smcgov.org/census-2020-san-mateo-county/> 335 Thursday, June 18, 2020 at 12:32:33 Pacific Daylight Time Page 1 of 2 Subject:Re: Concerns about new dealership Date:Thursday, June 18, 2020 at 12:30:12 PM Pacific Daylight Time From:Ash Zaki To:ChrisGne Hsieh, SSFCommunityOutreach CC:Sonny Hayatdavoudi Hello ChrisGne, Thank you for reaching out and we do appreciate your concerns and understand them. Let me try to address them one by one. 1. We live directly across the street from the old OSH and all the windows of my home including our my bedroom and my children’s bedroom windows directly face the new dealership. The adults in the household work night shiRs and must sleep in the dayGme. -We are concerned about noise from the mechanics servicing of Gres and using drills when the garages are open for venGlaGon. The Gre change machines are located in the northern “Vans” building and are also in separate room on the freeway side. -We are also worried about noise from large delivery trucks. We already get a lot of truck noise from Safeway that beep all the Gme when they are in rear drive that wake us up. We expect on average 2 large car delivery trucks per day. -We are also concerned about car alarms going off by accident or from test drives. That would happen for a specific reason not in the course of normal operaGon. Not sure I understand the test drive quesGon. -We are concerned about construcGon noise. ConstrucGon noise will be limited to approved city ordinance. -We are concerned about construcGon dust polluGng our air. There are no air condiGoning in our buildings so it is difficult to keep our windows closed, but can we be warned to close our windows? We have dust control measures in place, that is actually a construcGon requirement from most ciGes. 2. When we do not work night shiRs and need to sleep at night, and for our children who sleep at night, we are concerned about the many lights causing light polluGon at night and affecGng our ability to sleep well. Do you have large truck deliveries at night too? Lights will be dimmed based on business hours, no large truck car delivery aRer business hours. 3. We frequently rely on the neighborhood restaurants across the street, which are affordable, quick, open for lunch and dinner, easy to walk to, and are wonderful. Where are they going? The businesses across the street were all in a sub-lease that expired in April, through requests from the landlord we have agreed to all extensions they have requested. The city and the landlord have also been instrumental, if needed, in helping the businesses find other locaGons. 336 Page 2 of 2 If you have any more quesGons feel free to reach out. Best regards, Ash Zaki -----Original Message----- From: ChrisGne Hsieh <clhsieh@gmail.com> Date: Thursday, June 18, 2020 at 10:49 AM To: SSFCommunityOutreach <SSFCommunityOutreach@sdenz.com> Cc: Sonny Hayatdavoudi <hayatdas@yahoo.com> Subject: Concerns about new dealership Dear Mercedes-Benz, Thank you for this opportunity to ask quesGons about your new dealership. Here are our concerns: 1. We live directly across the street from the old OSH and all the windows of my home including our my bedroom and my children’s bedroom windows directly face the new dealership. The adults in the household work night shiRs and must sleep in the dayGme. -We are concerned about noise from the mechanics servicing of Gres and using drills when the garages are open for venGlaGon. -We are also worried about noise from large delivery trucks. We already get a lot of truck noise from Safeway that beep all the Gme when they are in rear drive that wake us up. -We are also concerned about car alarms going off by accident or from test drives. -We are concerned about construcGon noise. -We are concerned about construcGon dust polluGng our air. There are no air condiGoning in our buildings so it is difficult to keep our windows closed, but can we be warned to close our windows? 2. When we do not work night shiRs and need to sleep at night, and for our children who sleep at night, we are concerned about the many lights causing light polluGon at night and affecGng our ability to sleep well. Do you have large truck deliveries at night too? 3. We frequently rely on the neighborhood restaurants across the street, which are affordable, quick, open for lunch and dinner, easy to walk to, and are wonderful. Where are they going? We look forward to your responses. Thank you. Regards, ChrisGne Hsieh 337 ___________________________ From: Christine Hsieh [clhsieh@gmail.com<mailto:clhsieh@gmail.com>] Sent: Saturday, June 20, 2020 9:22 PM To: All Council Cc: Sonny Hayatdavoudi; Christine Hsieh Subject: Concerns about the Mercedes Benz dealership Dear City Council of South San Francisco, I wanted to express my concerns and disappointment about the Mercedes Benz dealership moving across the street from my residence. I have sent these concerns to Mercedes Benz’s outreach email and received responses, but they were not completely alleviating. Here are my concerns: 1. We live directly across the street from the old OSH and all the windows of my home including our my bedroom and my children’s bedroom windows directly face the new dealership. The adults in the household work night shifts and must sleep in the daytime. -We are concerned about noise from the mechanics servicing of tires and using drills when the garages are open for ventilation. Mercedes Benz confirmed that will have a car mechanics service department there. -We are also worried about noise from large delivery trucks. We already get a lot of truck noise from Safeway that beep all the time when they are in rear drive that wake us up. -We are also concerned about car alarms going off by accident or from customers performing test drives. -We are concerned about construction noise. -We are concerned about construction dust polluting our air. There are no air conditioning in our buildings so it is difficult to keep our windows closed. 2. When we do not work night shifts and need to sleep at night, and for our children who sleep at night, we are concerned about the many lights causing light pollution at night and affecting our ability to sleep well. Mercedes Benz says they will dim the lights, but I am still worried they won’t be dim enough since car dealerships typically have lots of bright lights. Will we be able to let them know if they need to be further adjusted, will they work with us on that? 3. We frequently rely on the neighborhood restaurants across the street, which are affordable, quick, open for lunch and dinner, easy to walk to, and are wonderful. I am very sad to see them leave for a large corporation auto dealership. Where are they going? I look forward to your response. Thank you. Regards, Christine Hsieh 338 ___________________________ From: Jason [jasonchan1980@sudomail.com<mailto:jasonchan1980@sudomail.com>] Sent: Friday, June 19, 2020 11:53 AM To: All Council Subject: Mercedes Benz dealership concerns I am a concerned SSF resident regarding the new Mercedes Benz dealership that is scheduled to open in the old Osh Plaza. They have mailed nearby residents a letter with a “concern” email address to send concerns about the construction. It is misleading many individuals to thinking that this is a government email address and that they are voicing their concerns to city council when in fact they are simply sending email correspondence to a corporate owned email. This is inappropriate. Many residents who are concerned are not voicing their concerns to the appropriate venue because they are being misled directly by Mercedes Benz. Could you please provide information for where residents can place their concerns? Having a dealership in a residential area is terrible. Also, what can be done to prevent them from moving in, many neighbors in the community condos are outraged. Also, as the city’s leadership, it is incumbent upon you to prevent and stop this mis information of voicing concerns to their corporate office. Please check the Nextdoor app for the various conversations occurring. [City Logo - Transparent Background MED]<http://www.ssf.net/>Gaspare Annibale | Associate Planner City of South San Francisco | Economic & Community Development Department PO Box 711 | South San Francisco, CA 94083-0711<x-apple-data-detectors://0/0> Main (650) 877-8535<tel:(650)%20877-8535> | * gaspare.annibale@ssf.net<mailto:gaspare.annibale@ssf.net> As part of the City’s response to COVID-19, the City has moved to modified operations until further notice. The City remains open, however, operations will occur online at www.ssf.net<http://www.ssf.net/> or over the phone at (650) 877-8535<tel:(650)%20877- 8535> to limit in-person contact. Essential services from first-responders will continue. Thank you for your patience and cooperation as we all do our part to address this global health crisis. PERMIT CENTER DEPARTMENT Applications for Building permits can be made online at: https://www.ssf.net/departments/economic-community-development/permit-center. For Planning entitlements, please email planning@ssf.net<mailto:planning@ssf.net> or call us at (650) 877-8535<tel:(650)%20877-8535>. Thank you for your support, patience and understanding, and we apologize for any inconvenience. <https://cmo.smcgov.org/census-2020-san-mateo-county/> 339