Loading...
HomeMy WebLinkAboutTC Agenda 2018-08-01 TOWN OF TIBURON Tiburon Town Council Tiburon Town Hall August 1,2018 "� - • 1505 Tiburon Boulevard Special Meeting-7:15 P.M. Tiburon, CA 94920 Regular Meeting-7:30 P.M. TIBURON TOWN COUNCIL AGENDA SPECIAL MEETING—7:15 P.M. CALL TO ORDER AND ROLL CALL Councilmember Fredericks,Councilmember Thier,Councilmember Welner,Vice Mayor Kulik,Mayor Fraser INTERVIEWS FOR VACANCIES ON BOARDS&t COMMISSIONS (Belvedere-Tiburon Library Board-1 vacancy) • Karen Gullett ADJOURNMENT— to regular meeting REGULAR MEETING—7:30 P.M. CALL TO ORDER AND ROLL CALL Councilmember Fredericks,Councilmember Thier,Councilmember Welner,Vice Mayor Kulik,Mayor Fraser ANNOUNCEMENT OF ACTION TAKEN IN CLOSED SESSION IF ANY ORAL COMMUNICATIONS Persons wishing to address the Town Council on subjects not on the agenda may do so at this time. Please note however, that the Town Council is not able to undertake extended discussion or action on items not on the agenda. Matters requiring action will be referred to the appropriate Commission,Board, Committee or staff for consideration or placed on a future Town Council meeting agenda. Please limit your comments to three(3)minutes. CONSENT CALENDAR All items on the Consent Calendar may be approved by one motion of the Town Council unless a request is made by a member of the Town Council,public or staff to remove an item for separate discussion and consideration. If you wish to speak on a Consent Calendar item, please seek recognition by the Mayor and do so at this time. CC-1. Town Council Minutes—Adopt minutes of July 18,2018 regular meeting(Town Clerk Stefani) CC-2. Special Vacancy Notice-Announce special vacancy on the Heritage&z Arts Commission(Town Clerk Stefani) CC-3. Heritage & Arts Commission - Accept annual report from Heritage &z Arts Commission (Heritage&Arts Commission) ACTION ITEMS AI-1. Beach Road/Main Street Drainage Project - Consider several project options and provide direction on next steps(Department of Public Works) AI-2. Evacuation Decals - Consider proposal to install evacuation decals on roadways and budget amendment for the decals(Tiburon Fire Protection District) PUBLIC HEARINGS PH-1. Tiburon Tourism Business Improvement District-Conduct public hearing to: a. Consider any protests to continue TTBID assessments as set forth in Resolution No. 32- 2018 b. Consider adoption of resolution to continue TTBID assessments as set forth in Resolution No. 32-2018 TOWN COUNCIL REPORTS TOWN MANAGER REPORT WEEKLY DIGESTS • Town Council Weekly Digests -July 20&z 27,2018 ADJOURNMENT GENERAL PUBLIC INFORMATION ASSISTANCE FOR PEOPLE WITH DISABILITIES In compliance with the Americans with Disabilities Act, if you need special assistance to participate in this meeting,please contact the Town Clerk at (415) 435- 7377. Notification 48 hours prior to the meeting will enable the Town to make reasonable arrangements to ensure accessibility to this meeting. AVAILABILITY OF INFORMATION Copies of all agenda reports and supporting data are available for viewing and inspection at Town Hall and at the Belvedere-Tiburon Library located adjacent to Town Hall. Agendas and minutes are posted on the Town's website, www.townoftiburon.org. Upon request, the Town will provide written agenda materials in appropriate alternative formats, or disability-related modification or accommodation, including auxiliary aids or services, to enable individuals with disabilities to participate in public meetings. Please send a written request, including your name, mailing address,phone number and brief description of the requested materials and preferred alternative format or auxiliary aid or service at least 5 days before the meeting. Requests should be sent to the Office of the Town Clerk at the above address. PUBLIC HEARINGS Public Hearings provide the general public and interested parties an opportunity to provide testimony on these items. If you challenge any proposed action(s) in court, you may be limited to raising only those issues you or someone else raised at the Public Hearing(s) described later in this agenda, or in written correspondence delivered to the Town Council at,or prior to, the Public Hearing(s). TIMING OF ITEMS ON AGENDA While the Town Council attempts to hear all items in order as stated on the agenda, it reserves the right to take items out of order. No set times are assigned to items appearing on the Town Council agenda. PERSONAL.DATA (PLEASE PRINT OR TYPE-A RESUME MAY BE ATTACHED AS.WELL) NAME: MAILING ADDRESS: ACa ei'r, Df 'y Z E-mail address (optional): Q�iPoa it reon TELEPHONE: Home: 7S -S 30S� Work: 6.S)132-JS�9 Fax No. PROPERTY OWNERS ASSOC. (If applicable) TIBURON RESIDENT: (Years) DATE SUBMITTED:77, REASONS FOR.SELECTLNG YOUR AREAS.11F�1VTERES�' r,.. r1L V1± rcr'A / ,`epee LA ,V11 1:b/W-1 n i j n S LL/i}�, mu A�V . C J& j„Olt kb o 2e (_f 9 ct .n S . agacP�.ty( ilei. APPLICASlE O,�IALI.�`IC� �TXDN,S bV-cs`a �i/ jeJS 1 'S 0e �ommkmhi e, =)X j2er,'e-,c-�{ f1g;011- 1" VOltyt� SfCA/S . b W3n`n LS� 0,-A civ,,c_ o Ie--,, ® � X C e U f_,�4 0 acv►m Qj-i,'c0A,4A I S ----------------------------------------------Town Hall Use ------------------------------------------------- Date Application Received: Interview Date: Appointed to: (Date) Date Term Expires: Length of Term: 2 TOWN OF TIBURON COMMISSION, BOARD & COMMITTEE APPLICATION The Town Council considers appointments to its various Town commissions, boards and committee throughout the year due to term expirations and unforeseen vacancies.In its effort to broaden participation by local residents in Tiburon's local governmental process and activities, the Council needs to know your interest in serving the Town in some capacity. Please indicate your specific areas of interest and special skills or experience which would be beneficial to the Town, by completing both sides of this form and returning it to Town Hall. Copies will be forwarded to the Town Council and informal applicant/Council interviews are scheduled periodically during the year. Your application will also remain on file at Town Hall for a period of one (1) year. Thank you for your willingness to serve the Tiburon community. Lea Stefani Town Clerk AREAS OF INTEREST Indicate Your Area(s)of Interest in Numerical Order (#1 Being the Greatest Interest) PLANNING PARKS, OPEN SPACE & TRAILS DESIGN REVIEW RECREATION HERITAGE & ARTS DISASTER PREPAREDNESS I LIBRARY COMMISSION ON AGING AFFORDABLE HOUSING OTHER S:dcrane%omm.app 1 June 27, 2018 Lea Stefani Town Clerk Tiburon Town Hall, 1505 Tiburon Boulevard Tiburon, CA 94920 Subject: Belvedere Tiburon Library Agency Vacancy Thank you for coordinating this search to fill the open position in the Belvedere Tiburon Library Agency. I am enthusiastic about putting myself forward as a candidate for your consideration. I believe my unique combination of executive experience in the service and creative industries as well as my solid belief in the library's role in our community make me an ideal candidate for this position. Since my youngest days, I have loved books and the library has always been an essential lifeline. I see the library's role as a public resource devoted to enriching the community's vibrancy and connections especially through literature, news media, music and movies. For the past 3 years, I have volunteered weekly at Corner Books, which has engaged me more actively with our local community and motivated me to get more involved in its efforts to meet today's challenges successfully. I can offer the Agency a solid set of professional skills developed through my 40 years of experience working in the customer service, operations, marketing and strategy realms. I have learned that change although inevitable is never easy and that it requires planning, communication and constant refinement to meet your goals. Leadership is 10% vision and 90% implementation so it is important that an initiative be fully considered in terms of its impact on staff, facilities and other operations before decisions are made. As a leader, I work constantly to ensure we approach problems holistically and that my team has what they need to succeed long-term. I have lived in Tiburon for over 20 years with the library playing an important role in the life stages my family has experienced during that time. Whether it has been enjoying Story Hour, attending a class, art exhibit or lecture in the Founder's Room, taking part in One Book Marin celebrations or now volunteering at Corner Books (let alone the hundreds of books, CDs and DVDs I have checked out), it has enriched my life and fueled my continued curiosity in this great world of ours. This position provides an opportunity to do my part to be sure that others can awaken their own passions by ensuring the library remains a community asset that Page 2 meets the needs of a diverse and changing population. I could make a real difference on behalf of the town by exercising my strong and proven skill set to serve an authentic and long-standing personal passion. I am confident I can meet the obligations of this service in addition to my professional commitments. I travel rarely and am able to set my own schedule in most circumstances. My husband and I are empty nesters so my family responsibilities are minimal. I am a person who takes my responsibilities seriously and does my best to exceed others' expectations. Thanks so very much for your consideration. I look forward to meeting with the review committee and answering any questions. Best regards, Karen Gullett 4 Acacia Drive Tiburon 415. 789.5308. karennelsong@gmail.com Karen Nelson Gullett 4 Acacia Drive, Tiburon 415. 789.5308 Proven ability to create and implement solutions to address business opportunities. Possesses solid history of leading cross-functional teams, identifying creative approaches to address complex issues, exceeding goals, and building solid relationships. Within a fast-paced, dynamic environment, able to make things happen through a combination of analysis, communication skills, relationship building and judgment. Understands the critical steps necessary to assess readiness, advance cross-functional project plans and lead change within a matrixed organization. EXPERIENCE 1999 to Present VISA Foster City, CA Vice President Head of Global Licensing October 2009 to Present Lead global client licensing function for Visa Inc to uphold integrity of stakeholder participation in network. Head strategy effort to ensure practices are globally aligned while remaining relevant for focal market needs. Manage 30 person team in 4 locations responsible for administering processes and maintaining over 500,000 client records. Vice President Visa Europe Liaison Office October 2007 to October 2009 Leads efforts to build successful relationship with Visa Europe. Focus on facilitating successful business interactions and relationships within context of contractual requirements with special focus on brand, marketing and graphic design issues. Senior Vice President Global Brand June 2004 to October 2007 Lead for global Visa brand management and strategy including architecture, naming, standards, training, and evangelism. Led global development efforts of 2005 brand refresh effort including evolution of design and brand standards; met all implementation goals within budget and schedule. Managed team of 15. Vice President Brand Strategy and Research May 2002 to May 2004 In charge of Visa global brand strategy function with responsibility for aligning brand priorities with business objectives, deepening customer insights, and driving marketing innovation. Managed Global Brand Management Council composed of senior marketing executives in each of Visa's six regions to guide and approve strategic brand priorities. Lead successful effort to upgrade global brand tracking tool. Established business case for International Traveler marketing program. Managed engaged, productive team of 12. Vice President Brand Identity, 1999 to 2002 Led efforts to manage and enhance Visa brand standards evolving role to be key contributor to brand positioning, architecture and borderless segment marketing efforts. Repositioned brand group from "compliance" overseers to consultative, strategic partner with product and strategy groups. Elevated International Marketing Committee function from best practice sharing to being critical working group on key global initiatives. Managed engaged and productive team of 10. 1997 to 1999 LANDOR ASSOCIATES San Francisco, CA Senior Branding Consultant—Corporate Identity Strategic executive for world's preeminent branding and design consultancy.Won new business, led project discovery phases, proposed and received agreement to brand and nomenclature strategies, developed communication platforms for creative development and analyzed research and market data. Clients included Visa International, Bank of America, Kaiser Permanente, Times Mirror, Barclays Global Investors and other high profile corporations in service, financial and retail industries. 1992 to 1996 TEMERLIN McCLA1N; BJK&E Dallas, TX Management Supervisor, Management Group, 1992 to 1996 Led$150 million JCPenney account,Agency's highest billing and most profitable business. Responsibilities included creative, media and direct marketing efforts for image, sale, private brand, preferred customer, Catalog and Hispanic initiatives. Reported to Executive Director of Client Services. Managed team of 15. 1988 to 1992 WORLD VISION, USA Holland, MI Marketing Consultant Developed initiatives for national volunteer mobilization program, including creation of grant program. Contributor to "Helping You is Helping Me" thought leadership book on benefits of volunteer activity. Worked proactively across World Vision organization and volunteer network to initiate new programs and establish team mentality across geographically dispersed and cross-functional stakeholders. 1985 to 1988 LEO BURNETT Chicago, IL Account Executive, 1986 to 1988 Responsible for McDonald's national"kids"and"tween"marketing program, behind a$100MM budget. Led multi-disciplinary team to create brand synergy between advertising, promotion and local store efforts. Account Executive, 1985 to 1986 Directed Keebler cookie account advertising and marketing program. Developed new product marketing plan, including naming, advertising and promotions, capitalizing on Keebler brand equity. 1983 to 1985 NEEDHAM HARPER WORLDWIDE Chicago, IL Account Executive Developed marketplace strategy to increase Kingsford Charcoal's competitiveness in an environment newly dominated by price brands. Developed positioning platform for new Food Division brand. 1977 to 1983 PROCTER &GAMBLE Cincinnati, OH Brand Manager, New Brand Development, 1980 to 1983 Established P&G's Tea Leadership Strategy, including major acquisition effort. Developed marketing plans including comprehensive positioning platform, and test market plan. Led advertising development effort. Assistant Brand Manager, 1978 to 1980 Developed national expansion plan for a decaffeinated coffee brand, while managing test markets. Coordinated product planning for Division including strategic gap analysis of beverage opportunities. Brand Assistant, 1977 to 1978 Managed promotion program, packaging, and total budget for Folgers Coffee during its national expansion. Accomplished Sale Training with key account responsibility. EXAMPLES OF VOLUNTEER AND OTHER EXPERIENCE Volunteer Weekly at Corner Books, Belvedere Tiburon Library Foundation's Book Store, 2015 to Present. Marin County Poll Worker, 2016 Presidential Election. Executive Sponsor of Visa Women's Network, 2015 to Present. Oversee planning, budget, leadership appointments and ongoing activities of Employee Resource Group focused on providing enrichment opportunities for its stakeholders. Recipient of Department of Defense Patriot Award in April 2016 for support of military staff in work place. Marketing Science Institute Trustee, 2002 to 2012. MSI, as a not-for-profit institute, supports and disseminates studies by academic scholars, advancing the theory and practice of marketing. Sat on Executive Committee responsible for agreeing to annual priorities, budget and staff decisions. President of League of Women Voters, Holland, MI, 1990 — 1992. Led non-partisan political organization to encourage informed and active participation in government. Board Member, Women in Transition, Holland, MI, 1988-1991. Governance and program oversight of organization dedicated to strengthening West Michigan families by ending domestic and sexual violence. President of Delta Gamma House Corporation, Miami of Ohio, 1982— 1984. Led management committee responsible for sorority chapter housing and maintainence. University of Kentucky, 1972 — 1976, Summa Cum Laude Graduate with Bachelor of Arts degree TOWN COUNCIL SPECIAL & REGULAR MEETING DRAFT MINUTES SPECIAL MEETING—6:30 P.M. On July 18, 2018,the Council held a special meeting as follows: CALL TO ORDER AND ROLL CALL Councilmember Fredericks, Councilmember Thier, Councilmember Welner, Vice Mayor Kulik, Mayor Fraser CLOSED SESSION CONFERENCE WITH LABOR NEGOTIATOR (Government Code Section 54957.6) ` Agency designated representatives: Town Manager Greg Chanis, Director of Administrative Services Heidi Bigall, Management Analyst Suzanne Creekmore, Town Attorney Ben Stock Employee organization: Tiburon Police Association and Service Employees International Union (SEIU) INTERVIEWS FOR VACANCIES ON BOARDS & COMMISSIONS (Belvedere-Tiburon Library Board- I vacancy) • Emily Chiswick-Patterson ADJOURNMENT—to regular meeting REGULAR MEETING—7:30 P.M. Mayor Fraser called the regular meeting of the Tiburon Town Council to order at 7:35 p.m. on Wednesday, July 18, 2018, in Town Council Chambers, 1505 Tiburon Boulevard, Tiburon, California. ROLL CALL PRESENT: COUNCILMEMBERS: Fraser, Fredericks, Thier, Welner ABSENT: COUNCILMEMBERS: Kulik PRESENT: EX OFFICIO: Town Manager Chanis, Town Attorney Stock, Director of Administrative Services Bigall, Director Town Council Minutes#16-2018 DRAFT July 18, 2018 Page I of Community Development Anderson, Director of Public Works/Town Engineer Barnes, Management Analyst Creekmore, Town Clerk Stefani ORAL COMMUNICATIONS Aaron Alarcon-Bowen, Executive Director of In-Home Supportive Services Public Authority of Marin, said IHSS provides in-home care services to people in need.He said the role of the authority is to recruit and train caregivers. He said he would like to ask for support from Tiburon to help increase the recruitment of caregivers in Marin County. PRESENTATION P-1. Recognition of Town Services - Fredric Postle, Belvedere-Tiburon Library Board, 8 years The Mayor presented Fredric Postle a commemorative plaque to thank him for his time serving the Library Board. CONSENT CALENDAR CC-1. Town Council Minutes-Adopt minutes of June 20,2018 regular meeting(Town Clerk Stefani) CC-2. Municipal Code Amendments - Adopt ordinance making amendments to Tiburon Municipal Code Title VI,Chapter 28(Smoking and Tobacco Regulations)(Community Development Department) CC-3. " Unrepresented Employee Resolution-Adopt Resolutions amending management and unrepresented employee recognition and incentive compensation programs for FY2018- 18 (Department of Administrative Services) CC-4. Richardson Bay Regional Authority-Adopt Resolution authorizing an amendment to Joint Power Agreement(Office of the Town Manager) CC-5. Tiburon Tourism Business Improvement District- Adopt resolution of intention to levy assessments for Fiscal Year 2018-19 (Office of the Town Manager) CC-6. Marin County Civic Grand Jury Responses-Approve Town's response to Grand Jury Reports: 1)Sexual Assault in Marin,2)Homelessness in Marin,3)Body-worn Cameras and 4) Marin Law Enforcement and Yellow School Bus for Traffic Congestion Relief (Office of the Town Manager) MOTION: To approve Consent Calendar Items 1-6, as written. Moved: Fredericks, seconded by Welner Town Council Minutes#16-2018 DRAFT July 18, 2018 Page 2 VOTE: AYES: Fraser, Fredericks, Thier, Welner ABSENT: Kulik ACTION ITEMS AI-1. Trestle Trail Picnic Area - Consider request by Jim Wood to install donor plaque monuments at Trestle Trail Picnic Area(Department of Public Works) Town Manager Chanis said the Council is considering a request by Mr. Jim Wood to install monument boulders with donor plaques in a recently approved picnic area near the entrance of Trestle Trail. He summarized the history of the project to date, including review of the various portions of the project by the Town Council,the Parks, Open Space and Trails Commission and the Heritage & Arts Commission. Chanis said the Council is being asked to grant an exception to Town policy of placing donor plaques on Town property.He said the Council is not being asked to review the boulders;he clarified this request is only about the donor plaques on them. He said the H&A heard the request and recommended denial of the donor plaques. Mr. Wood disagreed with the staff report's request for the Council.He said the Council had already approved the donor plaques in question,and he was requesting to reduce them in size and move them from the terminus of Trestle Trail to the nearby picnic area. He said there would be two historical signs at the terminus of Trestle Trail in their place. Town staff disagreed with Mr. Wood's suggestion that the donor plaques had always been a part of the Trestle Trail plans, and said the project details were changed many times. Mayor Fraser opened the floor for public comment. Petey Stein spoke in support of the request. She said allowing the donor plaques to be moved, and making space for historical signs, will honor the Town's history and benefit the community. Mayor Fraser closed the floor for public comment. Mayor Fraser asked for clarification that H&A's recommendation for denial was based only on the donor plaque content of the plaques,not the number or location of the boulders. Director of Public Works/Town Engineer Barnes confirmed this point. Councilmember Welner said donor plaques appear on railroad ties,on the backs of the Trestle Trail benches, and now on the signs and/or boulders. He asked what had already been approved. Chanis said the donor plaques on the railroad ties and on the benches had been approved. A discussion about the confusion surrounding whether or not signs with donor plaques had been approved at the end of Trestle Trail followed. Chanis said it was always understood that there would Town Council Minutes #16-2018 DRAFT July 18, 2018 Page 3 be two signs,but staff and Mr. Wood disagree that those two signs were approved as donor plaques. The Council expressed confusion over the request due to the discrepancies and disagreement between the staff report and Mr. Wood's request.Councilmember Thier expressed disappointment at the difficulty of moving his project forward. She thought the donor plaques deserved consideration. Councilmember Fredericks then raised the issue of the policy. She said an exception to the policy had already been granted, even though none of the donors met the qualifications for an exemption, because the names would be memorialized on a structure that was integral to the structure itself. She spoke generally in support of the policy,and said she would be reluctant to see more donor plaques elsewhere. Mayor Fraser also expressed disappointment in the difficulty of moving the project forward, and agreed with Fredericks' policy analysis. Thier said she supported Mr. Wood's request to install two historical signs at the end of the trail,and argued the Council has already granted the exception to the policy to allow donor plaques. She thought the Council should allow the two donor plaques to be moved to the picnic area. The Council and staff then discussed the fact that there would now be four plaques: two historical signs at the end of Trestle Trail, and two donor plaques on boulders near the picnic area. Councilmember Thier made a motion to support the proposal for two additional donor plaques near the picnic area of Trestle Trail. Welner asked for an amendment to require the two signs at the terminus of Trestle Trail to be historical. There was no second. Councilmember Fredericks made a substitute motion to approve the two historical signs at the terminus of Trestle Trail. There was no second. Mayor Fraser thought the Council needed more specificity on the request before moving forward. The Council discussed this point. Welner recommended a continuance of the item until a specific proposal can be reviewed by the Council,including number of signs or plaques,location,content and a visual representation. The Council agreed. Item continued. PUBLIC HEARINGS PH-1. Mill Valley Refuse Rate Increase-Consider approval of rate increase requested by Mill Valley Refuse Service (Department of Administrative Services) Director of Administrative Services Bigall said the Town has an exclusive franchise agreement with Mill Valley Refuse Service (MVRS) for solid waste collection. She said MVRS has submitted an application for a base rate change increase for 14.17%, which has since been reduced to 13.71%, Town Council Minutes#16-2018 DRAFT July 18, 2018 Page 4 largely due to significant changes in the recycling market. She said the services of R3 Consulting Group have been retained to do an analysis on the rate increase. Mr. Garth Schultz,R3 Consulting Group,made a presentation on their analysis of the rate increase. He confirmed the change in the recycling market in China was a major contributing factor to the rate increase,and explained how this is impacting the entire nation. He said the consulting group is now recommending a simple carry-forward mechanism to protect the rate payer and the company due to the uncertain future of rates. Mr. Schultz also commented on the pilot dual-stream recycling program proposal for some homes in Tiburon. He said this will be a pilot program for potential cost savings. Mayor Fraser asked what is being done in the refuse industry to combat increases in cost. Mr. Schultz said the refuse industry is experiencing an extraordinary disruption in the recyclables market right now, and per capita waste is still increasing every year. He said everyone is looking for a solution. Councilmember Thier asked about the market impacts on dual stream recyclables,and how the rate uncertainty will impact Tiburon rate payers. Mr. Schultz explained that both dual stream and single stream recycling is being impacted, but if the pilot program is successful or if rates decrease again, Tiburon rate payers will likely experience rate savings, but probably not until the following year. The Council agreed that the carry-forward mechanism in R3's report should be memorialized in tonight's resolution. The Council asked Jim lavarone, General Manager of Mill Valley Refuse Service, if there are any initiatives or other cost savings mechanisms that could be found. Mr. Iavarone said MVRS was unsuccessful in finding a less expensive processing plant,and has looked internally for cost-savings. He said it is a challenge because waste usage is constantly increasing, so decreasing manpower or trucks is not an option for now. He said they are now focused on the recycling program and considering dual-stream options. Mayor Fraser opened the floor for public comment. William Rothman spoke against the rate increase, and spoke about the benefits of a dual stream recycling system over single stream. David Barker, Lagoon View Drive, spoke against the rate increase,and believed a better rate could be achieved. He said a factor to consider was whether to continue allowing green waste to be collected for free. Mayor Fraser closed the floor for public comment. Town Council Minutes#16-2018 DRAFT July 18, 2018 Page 5 Councilmember Thier said she was pleased to hear that Tiburon residents will still benefit from the rate change if it goes back down. She said she hoped Mill Valley Refuse Service would consider other alternatives to lower costs, such as dual stream recycling. Councilmembers Fredericks and Welner agreed. Mayor Fraser also agreed, and recommended the Town Manager discuss this matter with the other local City and Town Managers to see if a collective cost-savings solution could be determined together. MOTION: To approve the Resolution approving the 2018 Collection Rate Application for Mill Valley Refuse Service, subject to the carry-forward mechanism as recommended in R3 Consulting Group's June 11, 2018 report on page 4. Moved: Fredericks, seconded by Welner VOTE: AYES: Fraser, Fredericks, Thier,Welner ABSENT: Kulik TOWN COUNCIL REPORTS None. TOWN MANAGER REPORT Town Manager Chanis showed a video update of the McKegney Green field project,and reminded the Council he would be out of the office for some of the following week. WEEKLY DIGESTS Received. ADJOURNMENT There being no further business before the Town Council of the Town of Tiburon, Mayor Fraser adjourned the meeting at 9:55 p.m. JIM FRASER, MAYOR ATTEST: LEA STEFANI, TOWN CLERK Town Council Minutes#16-2018 DRAFT July 18, 2018 Page 6 TOWN OF TIBURON Town Council Meeting . � � August 1, 2018 c ; 1505 Tiburon Boulevard 7 Tiburon, CA 94920 Agcnda Item: CC STAFF PO. To: Mayor and Members of the Town Council From: Office of the Town Clerk Subject: Ann icement of Special Vacancy on the Heritage & Arts Commission Reviewed By: BACKGROUND Town Council Resolution No. 16-2007 (Appointments Procedure) requires that the Mayor announce special vacancies that have occurred on Town boards, commissions and committees at the earliest possible Town Council meeting following the vacancy, and direct staff to publish a special vacancy notice in The Ark and The Marin Independent.Journal to inform the public of these vacancies and to seek applicants to fill the positions. On July 18, 2018, Heritage & Arts Commissioner Lily Smith submitted her resignation from the Commission, effective immediately. The Heritage & Arts Commission now has two vacancies. The Notice of Special Vacancy has been posted, and staff will seek applicants to serve out the remainder of Ms. Smith's term, until February 2019. The application period will close on August 27, 2018. The Council will be required to interview all new applicants for the position before an appointment is made. RECOMMENDATION Staff recommends that the Town Council: 1. Announce the special vacancy on the Heritage & Arts Commission by adoption of this report on the Consent Calendar Exhibits: 1. Letter of Resignation fi-om Lily Smith 2. Notice of Special Vacancy Posted 7/19 Prepared By: Lea Stefani, Town Clerk _R7 0 V E D Lea Stefani ---a---' From: Patti Pickett J U L 18 2018 Sent: Wednesday, July 18, 2018 12:57 PM To: Lea Stefani TQV.rd C! Subject: Resignation TOWN OF Tl RON Hi Lea, This is to formally give notice of my resignation as commissioner of the Heritage and Arts Commission. I've started a bi-coastal schedule that makes it hard for me to attend on a consistent basis, so unfortunately I have to resign my position. I will, however, continue to volunteer and see that a couple of projects I was leading are complete. Please confirm your receipt of this. Thank you and regards, Lily Smith EXHIBIT N . TOWN OF TIBURON SPECIAL VACANCY NOTICE On Town Boards, Commissions & Committees July 2018 HERITAGE & ARTS COMMISSION (Statutory Authority: Section 13B-2 of Tiburon Municipal Code) Purpose: The Heritage & Arts Commission works to preserve and protect those buildings, sites, works of art and other objects which have special historical, cultural or aesthetic character or interest to the Tiburon Peninsula. Appointees serve staggered, four-year terms. The Commission establishes educational programs and awards focusing on the unique history of the area. The Commission works on special community projects and events and is interested in planning events that would provide a forum for local artists to showcase their work. Qualifications: Town Council Resolution No. 29-2016 states that the commission shall be comprised of seven (7) members whose qualifications shall be as follows: Four (4) members must be residents of the Town of Tiburon at the time of appointment; Two (2) members may be residents of the City of Belvedere at the time of appointment; One (1) member may be a resident of the greater Tiburon peninsula (unincorporated territory) at the time of appointment. Applicants shall have the interest, desire, and time available to help promote projects related to the history and art of the Tiburon Peninsula. A formal art/history background is preferred but not required. A vacancy on the Heritage and Arts Commission has occurred as follows: Appointee Date Appointed Date Resigned Term Expires Lily Smith April 2016 July 2018 February 2019 Interested applicants can contact Tiburon Town Clerk Lca Stefani at (415)435-7377 for more information, or submit an application at Tiburon Town I]all, 1505 Tiburon Boulevard. Applications are also available online at www.townoftibiiron.org. Deadline for Applications: AujZust 24, 2018 Notice Posted at Town Hall& Library Notice Pztblished in The Ark on Jztly 25, Aztgztst I & 8, 2018 EXHIBIT'NO. CC: Marin IJ EXHIBIT - �. TOWN OF TIBURON Town Council August 1, 2018 3 1505 Tiburon Boulevard Tiburon, CA 94920 Agenda ltcm: ` C� STAFF REPORY To: Members of the Tiburon Town Council From: Heritage & Arts Commission - Liaison Pickett Subject: Heritage & Arts Annual Report to Town Council - 2018 Reviewed By: Greg Chanis, Town Manager BACKGROUND This report has been generated to fulfill statutory requirements as outlined in the General By Laws of the Town of Tiburon (hereinafter, "The Town), with regard to the annual activity of the Tiburon Heritage and Arts Commission (hereinafter, "The Commission"). REPORT ANNUAL AWARDS The Commission presented two annual community-based awards in calendar 2017-18. "The Tiburon Historic Preservation Award" and "The Tiburon Arts Educator Award." The 2017 1-listoric Preservation Award was presented on September 19, 2017 to Jim Wood for his dedication to Tiburon's history through articles and his spearheading of the Trestle Trail project. The 2018 Arts Educator Award was presented on May 16, 2018 to Annelies Atchley, local long-time children's art educator. Both receptions were held in the multi-purpose room on the second floor in the Town Hall. These events were promoted in local media and were well attended by the public. ARTIST LAUREATE Following the terms ending for Jaleh Etemad in September of 2016 Richard Rozen was appointed at the June 6 meeting of the Town Council. Mr. Rozen's term will run for four years until 2022. ART SHOWINGS IN TOWN HALL GALLERIES The Commission continued to jury and select artists to show in the Town Hall's two gallery spaces, The "Upstairs Gallery" and the "Atria n/Council Chambers Gallery". The Commission worked throughout the year to select those artists that would host successful openings and promote their wort: in order to bring in more robust revenue to help offset Commission operating costs. WALKING GUIDE REDESIGN / COMMISSION BROCHURE The Walking Guide, as originally designed in the 60s and later modified by the Landmarks Society in the 80s, is currently undergoing a redesign by a Commission sub-committee. The sub-committee has secured rights to the current digital files and original artwork for continued development, with a planned release for summer 2018. A request for specially earmarked fiends was requested in fiscal year 2016/17 and granted. This was utilized to hire an outside artist to do a complete redesign. create postcards to advertise upcoming shows and a new logo. The Walking Guide will also serve as a calling card for the Heritage & Arts Commission. The anticipated completion date will be July, 2018. YOUTH ART PROGRAM The commission is creating a new approach towards a direct art exhibition relationship with the Marin County High schools attended by Tiburon Peninsula students. It will involve collaboration between the commission, and the teachers/directors of the high school art programs, to promote the excellent student artists in our community, giving them exposure to the public, and also learning how to contribute to and become part of their public service community. RECOMMENDATION Staff recommends that the Town Council accept the 2018 Annual Report from the Heritage & Arts Commission. TOWN OF TIBURON Town Council Meeting 1505 Tiburon Boulevard August 1, 2018 Tiburon,CA 94920 Agenda Item: STAFF REPORT To: Mayor and Members of the Town Council From: Department of Public Works Subject: Beach Road Drainage Project Pre-Design Study Options Review Reviewed By: BACKGROUND The intersection of Beach Road and Tiburon Blvd has a history of flooding under certain conditions. Flooding can occur at a very high tide if a downstream flap gate does not properly seal, or during heavy rains and high tides even if the system is working"properly". In 2004 the Town consulted with Harris &Associates to prepare a preliminary evaluation of the flooding problem. Site plans, field reviews, videotaping of various lines, and initial evaluation were conducted. In 2009, the Town contracted with Harrison Engineering Inc. to analyze the existing storm drain system and provide engineering recommendation to improve the system and alleviate the flooding on Beach Road and the intersection of Beach Road and Tiburon Boulevard. In 2017, Council expressed interest in mitigating the flooding problem at Beach Road and included $65,000 in the FY2017/18 budget for a more complete pre-design study needed to understand feasibility, costs and options for this work. In January 2018, Council approved a contract with GHD Inc., for a pre- design study. That work has progressed and this spring GHD provided a draft of their findings along with comparative costs for construction. Based on the scope of work approved by Council, the Town is to review the options presented and select one option for further investigation. The options differ widely in their cost and therefore staff is bringing the report to Council for discussion and direction. ANALYSIS GHD forwarded the DRAFT report to staff in April 2018. Based on staff review and comments, GHD did some additional investigation including the areas of the CVS parking lot. A follow-up memo was provided on May 11, 2018. Both the DRAFT Report and the May 11, 2018 memo are attached as Exhibit 1 and 2 respectively. The GHD study attached is much more thorough than previous studies and included an updated storm drain model, a survey of ground and storm drain elevations and updated rainfall data. TOWN OF TIBURON PAGE 1 OF 3 Tmvn Council Niccting The GHD study used a 10-year, 24-hour storm event with a total rainfall depth of 4.98 inches. The tide elevation used was the 85th percentile of the MHHW which is 6.57 feet. This tide occurred on April 27, 2017. The rainfall event is similar to that used in the previous study, but the rain volumes are based on updated data. The tide event is similar to that used by the Marin County Flood Control and Water Conservation District. The GHD model showed that separating the Beach Rd system from the Tiburon Blvd system does not relieve flooding in the Tiburon Blvd system as indicated in the 2009 study. The GHD model indicates that it is virtually impossible to keep Beach Road from flooding during this model storm event and tide. The pump rate to achieve a completely flood free state would require an extremely large 13,000 gpm pump station and upsizing seven pipe segments. This is not feasible. The GHD report recommends a 4,000 gpm pump station. This is twice as large as the pump station recommended in the 2009 Study. While this does not eliminate flooding in the design event, it is a good compromise between the 2,000 gpm pump station in the 2009 study and what would be needed to eliminate all flooding. In Exhibit 2,there are two maps that show water depth under the current situation(Figure 3 page 8)and when a 4,000 gpm pump is used(Figure 5, page 10). GHD provides four alternatives for the 4,000 gpm pump station. These four alternatives include: • Alternative No.l —Accommodation for a portable diesel pump to be used only during designated high-water events. • Alternative No. 2—Permanent pump station installation with three pumps(two duty, one standby) and permanent backup power installation. • Alternative No. 3 —Permanent pump station installation with three pumps(two duty, one standby) and accommodation for a portable generator to be plugged in for backup power. • Alternative No. 4—Permanent pump station installation with two pumps and accommodation for a portable generator to be plugged in for backup power. The below table provides very preliminary cost estimates for each alternative: ALTERNATIVE 4 Construction Estimate $371,000 $719,000 $678,000 $612,000 25% Construction Contingency $76,000 $147,000 $139,000 $125,000 Total Construction Including $447,000 $866,000 $817,000 $737,000 Contingency 30% Soft Costs (Design, Permitting and $111,300 $215,700 $203,400 $183,600 CM Easements $300,000 $100,000 $100,000 Portable Equipment $65,000 $25,000 $25,000 TOTAL EST 1VIATED COST $623,3.00; $1381,'70Q $1145,40fl $1;045;500 The below table provides a comparison if issues and components for each alternative. I 0\V11 C;o€uldt\-.1c tingy" COMPONENTS ALTERNATIVE 1 2 " 3 4 Large Wet Well Structure(3 pumps) X X Medium Wet Well Structure(2 pumps) X Small Wet Well Structure w/Connection for Portable Diesel Pump X Replace Flap Gate X X X X Replace 15' Diam Pipe w/24"Diam Pipe at Intersection X X X X 460-LF, 12" Diam HDPE Force Main X X X X Three 2,000 GPM Pumps(2 Duty, 1 Standby) X X Two 2,000 GPM Pumps(No Standby) X Electrical for 3 Pumps X X Electrical for 2 Pumps X Permanent Backup Power X Connection for Portable Diesel Generator for Backup Power X X Easement for Electrical X X X Easement for Permanent Backup Power X FINANCIAL IMPACT Council included$65,000 in the FY2017/18 budget for a pre-design study. The actual cost of the project will depend on the alternative selected by Council. A cost estimate for that alternative will be more fully developed in the next phase of the pre-design study. RECOMMENDATION Staff has looked at the alternatives presented by GHD. There is no feasible solution that will fully stop the flooding. Costs to ameliorate the flooding in various situations will cost between$600K and $1.4 million. Staff understands that the Beach Road flooding problem is a nuisance and an inconvenience. However, it is a problem that has existed for decades and during that time not resulted in any dangerous situations. Further,the majority of the problems occur in a road that is not owned by the Town. Given the other priorities faced by the Town, such as reconstructing Elephant Rock and reinforcing the Main Street Seawall staff questions whether this is the right time to commit over$1 million to this drainage problem. The cost for a portable pump and hookup for that pump is more reasonable,but still costly. In selecting this alternative, Council must realize that this option will have a much more limited effect on drainage problems as it requires staff to set up the pump and turn it on after flooding has already started and in some circumstances would compete with other flooding priorities. Staff recommends that the Town Council: 1. Receive the Staff Report and provide direction to staff regarding the project. Exhibits: 1. Modeling Analysis and Alternatives Evaluation Beach Road Drainage Improvements Project 2. CVS Parking Lot Flooding Memo dated May 11, 2018 3. Updated construction cost estimate Prepared By: Patrick Barnes,Director of Public Works This document is in draft form. A final version of this document may differ from this draft. As such, the contents of this draft document shall not be relied upon. GHD disclaims any responsibility or liability arising from decisions made based on this draft document. .. y AtKc. Modeling Analysis and Alternatives Evaluation Beach Road +ti. l M s� p r ( r Q. 4N\ Drainage rj Town of Tiburon s • \\H GHD 12235 Mercury Way, Suite 150, Santa Rosa, California 11152079 1 April 2018 EXHIBIT N®. ma4 ai . . �€,.. Modeling Analysis and Alternatives Evaluation Beach Road Drainage Improvements Project Town of Tiburon Project No. 11152079 Prepared for: Client Logo Town of Tiburon 1505 Tiburon Boulevard Tiburon, CA 94920 Prepared by: Parastou Hooshialsadat, P.E. Civil Engineer Reviewed by: Stacy L. Creviston, P.E. Senior Civil Engineer 2235 Mercury Way, Suite 150 Santa Rosa, CA 95407 (707) 523-1010 April 2018 Draft Document—For Discussion Only—Final Version May Differ From Draft This page intentionally left blank Draft Document—For Discussion Only—f=inal Version May Differ From Draft Table of Contents 1Background and Purpose........... .................................................... .......................................... 1 11 Project Background............................................................................................................ 1 1.2 Project Approach and Scope................. ........................................................................... 1 13 References......................................................................................................................... 2 1.4 CCTV Review.....................................................................................................................2 2. Hydraulic Model Development.....................................................................................................4 21 Hydraulic Model Data.........................................................................................................4 2.3 Watershed Parameters............................................................... ......................................4 3.3 Hydrologic Components..................................................................................................... 5 2.3.1 Rainfall................................................................................. ........................... 5 2.3.2 Routing ............................................................................................................. 5 2.3.3 Infiltration.... ..................................................................................................... 5 2.3.4 DovvnotroamBnundaryCondhionoandTidea----------------'S 3. Hydraulic Model Analysis............................................................................................................. 7 11 Existing Conditions Results ............... .................................................................... .......... 7 3.2 Design Condition 1Simulation—HEI Proposal ................................................................. 7 13 Design Condition 2ASimulation—2.00UgpmPump Station............................................. O 3.4 Design Condition 2BSimulation—4.00UgpmPump Station............................................. O 3.5 Design Condition 2CSimulation— 13,00OgpmPump Station .......................................... 0 3i6 Summary ofDesign Simulation Results........................................................................... 10 4. Project Evaluation ........................................................................................................... .......... 12 41 Summary ofProposed Project........................ ................................................................ 12 42 Electrical........................................................................................................................... 12 4.3 Backup Power.................................................................................................................. 13 4.4 Environmental Permitting................................................................................................. 13 G. Project Cost Alternatives............................................................................................................ 14 51 Description ofAlternatives............................................................................................... 14 5.2 Alternatives Cost Summary............................................................................................. 15 5.3 Preferred Alternative(Not included inDraft Report)........................................................ 16 G. Flap Gate Improvements............................................................................................................ 1S 6.1 Flap Gate .................................................................................... .................................... 1S 8.2 Conotnuubabi|dy................................................................................................................. 1G 6.3 Layout............................................................................................................................... 16 7. Planning Level Opinion ofProbable Construction Cost (Not included inDraft Report)............. 18 Table Index Table4-1—Permitting Needs................................................................................................................ 13 Table 5-1—Summary of Project Alternatives....... .................... ........................................................... 14 Table S'2—Summary ofAlternatives Costs.......................................................................................... 15 Figure Index at the end nfthe document prior to Appendices) Figure 24. Site Plan' Existing Condition Draft ou^umont-For Discussion Only-Final Version May Differ pmmDraft Figure 2-2. Site Plan- Existing Condition (continued) Figure 2-3. All Contributing Watersheds Figure 3-1. Study Segment Figure 3-2. Base condition (85th %ile Tide) (1 D) Figure 3-3. Base condition (851h %ile Tide) (2D) Figure 3-4. Base condition (85t oiie Tide) profile Figure 3-5. Base condition (King Tide) (1 D) Figure 3-6. Base condition (King Tide) (2D) Figure 3-7. Base condition (King Tide) profile Figure 3-8. Design Condition 1 Area(Proposed by HEI in 2009) Figure 3-9. Tiburon Blvd Only Contributing Watersheds Figure 3-10. Design condition 1A(85th%ile Tide) (1D) Figure 3-11. Design condition 1A(851h%ile Tide) profile Figure 3-12. Beach Rd Only Contributing Watersheds Figure 3-13. Design Condition 2 Area Figure 3-14. Design condition 2A—2,000 gpm PS (85th%ile Tide) (1 D) Figure 3-15. Design condition 2A—2,000 gpm PS (851h%ile Tide) profile Figure 3-16. Design condition 213—4,000 gpm PS (851h%ile Tide) (1 D) Figure 3-17. Design condition 2B—4,000 gpm PS (85th%ile Tide) (2D) Figure 3-18. Design condition 213—4,000 gpm PS (851h%ile Tide) profile Figure 3-19. Design condition 2C—13,000 gpm PS (85th%ile Tide) profile Figure 3-20. Design condition 2B—4,000 gpm PS (King Tide) (1 D) Figure 3-21. Design condition 2B—4,000 gpm PS (King Tide) (2D) Figure 3-22. Design condition 2B—4,000 gpm PS (King Tide) profile Figure 4-1. Site Plan - Proposed Project Finimp.4-9 Prnnncarl Sf1FM Panotratinn at Caa\A/all Figure 4-3. Proposed Electrical Service Location Figure 6-1. Flap Gate Structure Site Plan Figure 6-2. Flap Gate Conceptual Design Appendix Index Appendix A—CCTV Inspection Report Appendix B—Hydraulic Analysis Appendix C—Flap Gate Manufacturer's Product Cut Sheet Appendix D—Planning Level Opinion of Probable Project Cost (Not included in Draft Report) Draft Docurnent--For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 1 ii bond 1 . Background and Purpose 1®1 Project Background The intersection of Beach Road and Tiburon Blvd. in the Town of Tiburon (Town) has been burdened with regular flooding, up to one foot of water and debris, with most the most recent occurrence in February 2018 (cover photo). The flooding is compounded when heavy prolonged rainfall coincides with extreme high tides (i.e., "King Tides"). In 2009, the Town completed a Drainage Study for this area, prepared by Harrison Engineering Inc. (HEI), which identified options for mitigating the recurring flooding. The lowest cost solution identified was to isolate the Beach Road drainage system from the Tiburon Blvd storm drain system and install a pump system with a new outfall through the existing seawall at the intersection of Main Street and Beach Road. The construction would include reconstructing existing culverts on Beach Road and constructing a new outfall and pump station. The 2009 proposed design includes no redundancy for the pump(there would be only one pump) nor for the power source(no backup generator included in proposed design). Adding one or both of these safeguards would likely increase the estimated cost of the proposed project significantly. The proposed project included new infrastructure to be sintalled outside of the Town of Tiburon which is not preferred. An additional problem associated with the Beach Road and Tiburon Blvd. flooding includes the reliability of the flap gate in Tiburon Blvd., located downstream of Beach Road, and upstream of the Downtown 4 Outfall. The flap gate is supposed to close keeping high tidal waters out, however, it often will get stuck open due to debris, allowing tidal water to enter the storm drain collection system, sometimes resulting in the subject flooding. 1.2 r ject Approach and Scope The purpose of this Pre-Design Study is to assess the feasibility of the alternative recommended by HEI in 2009.The project proposed by HEI consists of isolating the Beach Road drainage system from the Tiburon Blvd storm drain system, and installing a pump system with a new outfall through the existing seawall at the intersection of Main Street and Beach Road. GHD's scope-of-work includes the following: • Data Review— Reviewed available information for the Town of Tiburon's storm drain collection and discharge system in the vicinity of Beach Road as described in Section 1.3. • Site Investigation — Performed a field survey of the existing storm drain system in the vicinity of Beach Road and Tiburon Blvd. including storm drain manholes, drainage inlets, and other pertinent features, including the Tiburon Blvd.flap gate,the Tiburon Blvd. outfall, and the seawall at the end of Beach Road at Main Street. Storm drain structures were dipped to determine invert elevations. Detailed ground survey delineating the edge of pavement, curbs, gutters, sidewalks, and other pertinent surface features, were limited to the intersection of Beach Road and Tiburon Blvd.;and Beach Road between the intersection and the seawall at Main Street;for future detailed design purposes. Draft Document—For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 11 • Storm Drain System Modeling Update and Analysis — GHD exported the Town's existing XPSWMM model data into the EPASWMM5 format so that it could be used with PCSWMM modeling software, with 2D modeling capabilities. Due to the known unreliability of the existing storm drain system data in the XPSWMM files, GHD used the newly collected survey data to resolve discrepancies and missing data to fill in and correct the model. GHD used the updated model to analyze the flooding situation at the Beach Road and Tiburon Boulevard intersection under a revised design criteria to accommodate a 10-year return frequency design storm event under the most recent"King Tide" conditions. • Project Alternatives Evaluation— Evaluate four project cost alternatives as outlined by the Town. • Flap Gate Evaluation — Based upon the assessment provided by the Town that the flap gate upstream of Outfall 4 is unreliable, GHD is providing recommendations for improvements. 1.3 r Background information provided by the Town for the Town of Tiburon's storm drain collection and discharge system in the vicinity of Beach Road that was reviewed and includes the following: • Drainage Study at Tiburon Boulevard and Beach.Road report by.Harrison Engineering, Inc.,dated August 26, 2009 • Exhibits A and B from 2004 Drainage Improvements Project— Beach Road memorandum by Harris&Associates, dated July 20, 2004 • XPSWMM model files that were used in the preparation of the Town's 2008 Town Wide Hydrology and Hydraulic Master Plan • 2017 storm drain system CCTV videos and inspection report findings For the purpose of comparison, all references to pipes, manholes and other storm drain structures in this report will be identical to HEI study, where possible. Miksis Services Inc. conducted a CCTV inspection for the storm drain system pipelines on Beach Road in 2017, to identify any structural defects in the existing pipe network. The extent of the CCTV goes from SDMH DT731 to SDMH DT733 and connecting pipes from DT 732 and to DT734 to DT260 as identified in Section 2 on Figure 2-1. Manholes were not inspected, The CCTV videos provided manhole identification and locations, flow direction, pipe diameter and material, position of laterals, general line condition, and specific information regarding pipe joints, cracks, root intrusion and inflow and infiltration, GHD received and reviewed the CCTV inspection video footage to provide insight into the pipeline configuration of the collection system, and to review the notes and recommendations provided by the CCTV inspection firm and incorporate those recommendations into the pre-design as appropriate. A possible sag in the storm drain was observed between storm drain manhole (SDMH) DT734 and SDMH DT683. The water level in the storm drain appeared to have a greater depth towards SDMH DT734 compared to SDMH DT683, indicating that the concrete pipe may slope towards SDMH Draft DOGUrnent—For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 12 DT734. An adverse slope of this pipe may contribute to the flooding that occurs at the Beach Road and Tiburon Blvd. intersection. However, this observation contradicts the surveyed invert elevations at these two manholes, which indicates positive sloping although the overall stretch is relatively flat. The most likely explanation is the presence of a pipe sag that results in pipe flow away from SDMH DT683 during the low flow condition observed. Reviewing the CCTV provided confirmation that the pipe network geometry and the pipe sizes observed in this area are consistent with the data being used in the hydraulic model. A summary of the GHD's observations from reviewing the CCTV inspection is included in a table provided in Appendix A. Draft Document—For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 13 2. Hydraulic Model Development The simulation of the storm drain system was modeled using PC SWMM 2017 Professional 2D, Version 7.1.2480(SWMM version 5.1.012).The PC SWMM modeling package combines stormwater hydrology, collection, and conveyance simulation with a GIS/CAD interface. The hydrology and iiyuiaulws corn puiauVnal Cllg IIIc ern ploys IIIC JIQIIUQII! U.S. GivII VIImental r"I VICIaIVII H(J.CIIGy(E PA) SWMM5The following sections describe different components in the hydraulic model. ®1 Hydraulic Model Data GHD exported the Town's existing XPSWMM model data (Prepared by HEI in 2009) into the EPASWMM5 format so that it may be used with the newer PCSWMM modeling software. Due to the known unreliability of the existing storm drain system data in the XPSWMM files, GHD used the new survey data and the LiDAR surface to resolve discrepancies and missing data to fill in and correct the model. Survey elevations are in NAVD 88 based on existing benchmarks in the area. Coordinates are California Coordinate System Zone 3. It should be noted that storm drain inlets, manholes and pipes identifications are identical to HEI model for the ease of comparison. Existing LiDAR data from the County of Marin (Digital Topog rap h ic-Bathymetric Surface Model, Revision 2013.11) is utilized for the model surface data and is on vertical datum NAVD 88. Datum corrections to Figures 2.1 and 2.2 show the base mapping of the existing storm drain system in the Beach Road /Tiburon Blvd. vicinity; identifies storm drain manholes, catch basins, drain inlets, and outfalls by their tag number; and includes rims and known inverts. 2.2 Watershed r t r Sub watersheds (or sub-catchments in PC SWMM) are a key feature for developing the inflow to the storm drain system. The sub watersheds were delineated using the ArcHydro tools in ArcGIS and remote image interpretation . The tools use the ground surface model (LiDAR surface)to determine the junctions (catch basins and storm drain inlets)that are capable of receiving runoff storm water to delineate sub watersheds drainage areas. There are a total of 64 sub-watersheds in the model,which are shown on Figure 2.3. When delineating the sub-watersheds the concentrated flow path was also estimated. The length of the concentrated flow path was used to estimate the effective flow width of the sub watershed. The effective flow, defined by the length and width, is a key parameter used by PC SWMM to calculate the runoff of the sub watershed. The estimate of flow width was calculated by dividing the sub watershed area by the length of the longest flow path. The slope of each sub-watershed was used by PCSWMM in the runoff calculation. The flat regions of the site were assigned a slope of 0.0025. The slope for the steeper regions of the site varied by location and ranged from 0.52 to 0.06. Groundwater interaction and evaporation loss calculation features associated with sub watersheds were not included in the analyses. Draft Document--For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 14 ®3 Hydrologic Components PC SWMM calculates rainfall runoff by applying hyetograph rainfall to watersheds, calculated the overland and concentrated flow and it then routes the flow through the collection system. In the process,the model accounts for water infiltration and the overland flow timing.The following sections describe the methodology used for rainfall, overland flow routing, and infiltration. 2.3.1 Rainfall In this application of PC SWMM for the Tiburon model, rainfall is the primary source of water entering the system. The rainfall is represented as a hyetograph, which is referred to as "Rain Gages". "Rain Gages" are assigned to each watershed and can vary from sub-watershed to sub-watershed. For this model, all sub-watershed were assigned the same"Rain Gage". For the Existing Conditions Model and Future Conditions Models that were used in GHD's analysis, the "Rain Gages" were populated with SCS Type 1A. The scale of the design storm is based upon the NOAA Atlas 14 24-hour storm, Volume 6, Version 2, 24-hour storm for the Tiburon area. The 10- year, 24-hour total rainfall depth is 4.98 inches (refer to Appendix B). The design storm used for this analysis is the 10-year storm, which is consistent with the 2009 modeling effort by HEI, however there are some distinct differences because the source of the data for determining the 10-year storm is not the same. GHD has used the most recent storm data from NOAA as indicated above, which is specific to Tiburon/Belvedere. The 2009 modeling effort used much older data from the time period of 1958-1989 and was specific to a Mill Valley rain gauge. 2.3.2 Routing The routing of stormwater runoff starts with overland flow to the point of concentration where it flows as concentrated flow and then enters the collection and drain system. The modeling of overland flow uses a non-linear Manning's equation and Dynamic Wave simulation. The Manning's roughness coefficient was specified for the pervious and impervious areas and was stored in the sub watersheds attributes in the model. 2.3.3 Infiltration In PC SWMM, the stormwater runoff accounts for the loss of runoff flow due to soil infiltration. The SCS Curve Number method was used in this model development. It is a widely used method that relates directly to known, readily available parameters including soil type, land use, and slope. It should be noted that the model utilizes pervious and impervious percentages for developing a composite curve number. Thus in defining a representative curve number, CN, a value was selected for both the pervious and impervious portions of the sub-watershed. A review of NRCS soil mapping(Soil Survey of Marin County, March 1985, United States Department of Agriculture, Soil conservation Service) indicates that the hydrologic soil group classification is a type "C" soil classification. Refer to Appendix B for soil map classification. Table 2-1 in Appendix B summarizes the curve number, CN, values utilized for sub-catchment modeling. Draft Document--For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 15 2.3.4 Downstream Boundary Conditions and Tides Outfalls are the locations where the modeled flow terminates and leaves the model. The model includes two outfalls identified as Downtown 1 and Downtown 4, as shown on Figure 2.3. An additional outfall was included for design alternatives. Storm water from Beach Road, and the intersection of Beach Road and Tiburon Blvd, drains to Downtown 4 under the existing conditions models. Storm water along Tiburon Blvd, beginning about 355 feet north of the Beach Road and Tiburon Blvd intersection (at DT719), drains to Downtown 1. The flow condition at the Downtown 4 outfall is tidally influenced by the water level surface at Belvedere Cove. The peak tide elevation used in the 2009 Drainage Study analysis was a Mean High Water level of 6.28 feet. The Town has requested that GHD consider the effects of the more recent "King Tide" condition which corresponds to the 100th percentile of Mean Higher High Water (MHHW)tide cycle provided by National Oceanic and Atmospheric Administration (NOAA). GHD has analyzed the NOAA tide cycle data for the nearest meteorogical station at Station 9414290 (San Francisco, CA) for the entire year of 2017. It was determined that the "King Tide" (i.e., 1001h percentile of the MHHW, during that year was 7.70 feet, which occurred on January 10, 2017. Similarly, GHD has determined the 85th percentile of the MHHW is 6.57 feet, which occurred on April 27, 2017. The 85th percentile was calculated as GHD recommends this tide condition to be used for storm water design in lieu of the"King Tide". Based on GHD's previous experience designing storm drain facilities in Marin County, the 85th percentile tide is consistent with the hydrologic design methodology used by the Marin County Flood Control and Water Conservation District. When applying tidal conditions to the model, a worst case scenario was developed where the peak tide is offset so that it coincides with the peak storm runoff time. The offset time for the MHHW tide cycle is the time from the beginning of the simulation to the peak storm arrival time. Outfall Downtown 1 eventually drains to Belvedere Lagoon. The water level in the Belvedere Lagoon is controlled seasonally and is not tidally influenced.According to Belvedere Lagoon Property Owner's Association(BLPOA)as stated in the 2009 HEI report,the water level is maintained approximately at 2.7+%-feet during the rainy season. Draft Document_For Discussion Only—Final Version May Differ Frorn Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 16 3. Hydraulic Model Analysis 3.1 Existing Conditions Results The existing conditions model was run for a 24-hour 10-year return frequency flood event as described in Section 2.3.1. Figure 3-1 shows a plan view of the entire model and highlights the path of our study segment from Beach Road to Outfall 4. Tables 2.1,2.2 and 2.3 in Appendix B respectively include a stormwater inventory for sub-catchments, junctions and conduits that summarizes the physical parameters used to create the hydraulic model as well as the results corresponding to Figure 2-3, and Figure 3-2 respectively. The model was run for both the 85th percentile tide and "King Tide"conditions. Figures 3-2, 3-3, and 3-4 show the flooding results for the 851h percentile; and similarly, Figures 3-5, 3-6, and 3-7 show the flooding results for the King Tide conditions. Each set of figures includes: 1. System plan view highlighting all junctions where flooding is indicated under a 1-D model run; 2. System plan view showing overland flooding results from a 2-D model run; and 3. Pipeline profile from Beach Road to Outfall 4 showing the hydraulic grade line(HGL)for the model simulation indicating surcharged pipes and overflowing junctions. Results from the hydraulic models are presented in Appendix B and all junctions that indicate flooding during the 10-year storm event are identified on Figure 3-2. Based on review of the flooding indicated by the existing system models,the following was identified: • The hydraulic model was able to closely simulate the areas of flooding that the Town has experienced in the intersection of Beach Road and Tiburon Blvd. and the surrounding area. • It was confirmed that the system runoff in Tiburon Blvd. splits near storm drain inlet SDMH DT719 and drains to outfall Downtown 1 as was previously indicated in Town Wide Hydrology and Hydraulic Master Plan prepared by CSW/Stuber-Stroeh Engineering Group, Inc. in 2008. • Flooding at the intersection of Bea • ch Road and Tiburon Blvd., including flooding in the roadway and in adjacent parking lots and properties, appears to be based more on the surface elevations in the area than the volume of storm water runoff. • A segment of pipe toward Outfall 1 from DT27 to DT99 appears be undersized at 12-inch diameter, which could possibly attribute to some backup of flow toward Tiburon Blvd. Confirmation of this 12-inch size is recommended to further evaluate and determine if replacement with a 30-inch diameter pipe could help alleviate any of the flooding. 3.2 DesignCondition 1 Simulation — HEI Proposal The project proposed by HEI in 2009 consists of isolating the Beach Road and Tiburon Blvd. storm drainage systems from each other, and installing a pump system with a new outfall through the Draft Document—For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 17 existing seawall at the intersection of Main Street and Beach Road to serve the separated Beach Road system. To assess the feasibility of the proposed HEI solution, GHD first evaluated whether or not separating Beach Rd. from Tiburon Blvd. will relieve the flooding in Tiburon Blvd. GHD began by adjusted the existing model to reflect a"Tiburon Blvd.-Only' drainage system that was separated from the Beach Road drainage system. Figure 3-8 shows a pian view of the adjusted model and highlights the study segment for this design simulation, which is from SDMH DT23 in Tiburon Blvd. to Outfall 4 with no Beach Road contribution. Figure 3-9 shows the Tiburon Blvd-only watershed contribution to this design simulation. Figures 3-10 and 3-11 show the flooding results for the 851h percentile tide conditions consisting of the following: 1. System plan view highlighting all junctions where flooding is indicated under a 1-D model run; and 2. Pipeline profile from SDMH DT23 in Tiburon Blvd to Outfall 4 showing HGL for the model simulation indicating surcharged pipes and overflowing junctions. The Design Condition 1 model simulation for the 851h percentile tide and 10-year recurrence storm, shows that separating the Beach Rd system from the Tiburon Blvd system does not relieve flooding in the Tiburon Blvd system as the HEI proposal indicated. Flooding is still occurring at the intersection of Beach Rd. and Tiburon Blvd. with storm water surfacing at DT23. There does not appear to be a benefit to separating Beach Rd. from Tiburon Blvd. and GHD recommends evaluating alternative design conditions for the existing system as a whole, to mitigate the recurring flooding for Beach Rd. and Tiburon Blvd. together. 3.3 DesignCondition 2A Simulation ._ 2,000 gpm PumpStation In:lieu of the separated pump system for Beach Rd. proposed by HEI, and modeled as Design Condition 1 above, GHD proceeded to evaluate an alternative design condition that includes a pump system for the complete existing system, as defined in Section 3.1. Consistent with the HEI report, GHD initially evaluated the effect of a 2,000 gpm pump station. Figure 3-12 shows the proposed watershed contribution for this design simulation, which includes the previously identified areas of flooding. Figure 3-13 shows a plan view of the entire model and highlights the path of our study segment from Beach Road to Outfall 4, as well as the location of the proposed pump station and discharge pipeline. To help relieve the flooding at SDMH DT 23 in Tiburon Blvd., GHD has also included a proposed upsizing of the storm drain between SDMH DT23 and SDMH DT261 from 15-inch to 24-inch in this design simulation. By increasing the pipe size, the surface flows in Tiburon Blvd, would be diverted away from SDMH DT23 more easily and improve capacity for routing to the proposed new pump station. Figures 3-14 and 3-15 show the flooding results for the 851h percentile tide conditions consisting of the following: Draft Document—For Discussion only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 18 1. System plan view highlighting all junctions where flooding is indicated under a 1-D model run; and 2. Pipeline profile from Beach Road to Outfall 4 showing the HGL for the model simulation indicating surcharged pipes and overflowing junctions. Results of the Design Condition 2A simulation, for the 85th percentile tide and 10-year recurrence storm, shows that flooding in both Tiburon Blvd. and Beach Rd. are reduced, but not completely allieviated with a 2,000 gpm pump station and the proposed pipe improvements. 3.4 Design Conditionelation — 4,000 gpm Pump Station GHD proceeded with a next iteration of design simulation by modeling the same system proposed under Design Condition 2A, but upsized the pumps to 4,000 gpm. Figures 3-16 and 3-17 show the flooding results for Design Condition 213 Simulation, for the 85th percentile tide conditions consisting of the following: 1. System plan view highlighting all junctions where flooding is indicated under a 1-D model run; and 2. Pipeline profile from Beach Road to Outfall 4 showing the HGL for the model simulation indicating surcharged pipes and overflowing junctions. Results of the Design Condition 2B simulation, for the 85th percentile tide and 10-year recurrence storm, shows that flooding in both Tiburon Blvd. and Beach Rd. is further reduced, but again not completely relieved with a 4,000 gpm pump station and the proposed pipe improvements. In evaluating any storm drainage system, a balance must be reached to determine the threshold of acceptable flooding that a system may experience versus cost required to alleviate the flooding. GHD further evaluated the Design Condition 2B with a 2-D model simulation to further define the extent of the flooding. The results of the 2-D model simulation are shown on Figure 3-18. The extent of the flooding is significantly reduced in Tiburon Blvd. and the worst areas appears to be about 0.7-feet depth of water in the parking lot areas shown, which lasts for a duration of less than an hour during the modeled 10-year storm recurrence for the 851h percentile tide. 3.5 Design Condition 2C Simulation — 13,000 9pm Pump Station To provide an upper limit to the evaluation, GHD continued to perform iterative model runs to identify the critical pumping simulation that would be shown to relieve all flooding for the 85th percentile tide and 10-year recurrence storm design conditions. It was determined that an extremely large 13,000 gpm pump station would be required. Figure 3-19 shows the pipeline profile from Beach Road to Outfall 4 showing the HGL for this model simulation, which demonstrates no surcharged pipes or overflowing junctions occurred. In addition to the large 13,000 gpm pump station, upsizing seven pipe segments was also required for the model simulation to show a no-flooding operation. The upsized pipes include the following: • DT638 to DT261, upsize 32-LF from 15-inch to 30-inch diameter Draft Document—For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 19 • DT480 to DT23, upsize 119-LF from 21-inch to 30-inch diameter • DT731 to DT735, upsize 38-LF from 8-inch to 15-inch diameter • DT735 to DT260, upsize 147-LF from 8-inch to 15-inch diameter • DT23 to DT261, upsize 69-LF from 24-inch to 30-inch diameter • DT719 to DT480, upsize 164-LF from 21-inch to 24-inch diameter • DT260 to DT683, upsize 105-LF from 12-inch to 15-inch diameter 3.6 Summary of Designlima Results While a storm drain system that never floods is always desired, many constraints prevent this from being easy to achieve. Some of these constraints include flat surface topography, pipe elevations relatively close to outfall elevations, minimal and adverse pipe slopes, ground surface close to the high-high tide level, and tidally influenced outfalls. As indicated in Section 3.5, to fully relieve the flooding in Beach Road and Tiburon Blvd. under the 85th percentile tide and 10-year recurrence storm design conditions, a 13,000 gpm pump station along with a 69-LF upsize in pipe from 15-inch to 24-inch between DT23 and DT261, would be required. GHD does not consider a pump station of this size to be a feasible option for many reasons, including physical size, motor and power requirements,and cost. The project previously proposed by HEI in 2009 included a 2,000 gpm pump station, which is significantly smaller than required to relieve the flooding. GHD has evaluated an alternative design with a 4,000 gpm pump station, which is recommended as a compromise in balancing cost with an acceptable threshold of flooding that the system may experience during the 851h percentile tide event for the 10-year design storm. The modeled 4,000 gpm pump station alternative clears the street of flooding after about 20 minutes of the peak storm event, but some flooding will still at areas adjacent to the road at lower elevations for a while longer. Before moving into a detailed design GHD recommends that the specific flooding around the buildings to the south of Tiburon Blvd. (in the parking lot of the Woodlands Market) be investigated further to refine the model and to confirm the 4,000 gpm pump station simulation.A better understanding of the drain system in the parking lot, and where it discharges into the Town's storm drain system, would help refine the model and the recommendations for the pump station size. After review of these modeling results, GHD would like to get additional input from the Town regarding what is the acceptable threshold of flooding that would meet the Town's needs. The Town has expressed concern with system flooding under "King Tide' conditions, however this 100th percentile tide recurrence is not typically used as a design condition as explained in Section 2.3.4. However, so the Town may assess the results of the flooding with the proposed 4,000 gpm pump station design under"King Tide" conditions, GHD performed one additional model simulation. The Design Condition 2B Simulation with the 4,000 gpm pump station was run for the "King Tide" condition and Figures 3-20, 3-21, and 3-22 show the results. Figure 3-20 shows the system plan view highlighting all junctions where flooding is indicated under the 1-D model run; Figure 3-21 is a system plan view showing overland flooding results from a 2-D model run; and Figure 3-22 is the Draft Document—For DISCUSSIOrl Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 110 pipeline profile from Beach Road to Outfall 4 showing the HGL for the model simulation indicating surcharged pipes and overflowing junctions. The extent of the flooded area is not significantly different for the 85th percentile tide and "King Tide", however the depth and duration of the flooding increases. As indicated previously, results from the all hydraulic model simulations presented in this section are included in Appendix B. Draft Document—For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 111 4. Project Evaluation 4.1 Summary of Proposed Project Based upon the modeling results presented in Section 3, GHD recommends significant changes to the Drolect DrODosed by HEI in 2009. GHD recommends the fnllnwinn nrniect mnriifiratinnc- • No separation of the Beach Road storm drainage system from the Tiburon Blvd. storm drainage system. • No reconstruction of the gravity storm main along Beach Road to reverse flow toward a new outfall at Main Street. • Relocation of the proposed pump station from the intersection of Beach Road and Main Street (City of Belvedere)to the intersection of Beach Road and Tiburon Blvd (Town of Tiburon). • Increase the size of the pump station capacity from 2,000 gpm to 4,000 gpm. • Upsize the pipeline segment between SDMH DT23 and SDMH DT261 from 15-inch to 24-inch. Figure 4-1 shows the proposed project site plan and recommended improvements. For this proposed project, a 4,000 gpm pump station would be located within the right-of-way near the intersection of Beach Road and Tiburon Blvd. Flow would be diverted to the pump station through a 15-inch diameter overflow pipe positioned toward the top of SDMH DT683. SDMH DT683 would also be equipped with a trash capture device so as not to collect debris in the wet well and interfere with pump operation. Any overflow from SDMH DT683 will be routed to a new wet well when the system is surcharged. The overflow pipe will be positioned approximately 1-foot below the surface to keep pumping to minimum, only under conditions where potential overflows are eminent. The pump station will be equipped with two 2,000 gpm duty pumps, which will discharge through a 460-LF, 12-inch force main. The Town has indicated it would like to consider cost alternatives for providing redundant pumping capacity, in which case the wet well would be sized to accommodate a third 2,000 qpm standby puma. Cost alternatives will be evaluated in Section 5. The pump station force main is proposed to discharge through the existing seawall at the end of Beach Road at Main Street. Figure 4-2 shows the proposed 12-inch force main penetration through the existing seawall. -2 Electrical Figure 4-3 shows the proposed location for installation of the required electrical service for the pump station. This is located on corner of the Woodland's Market property and would require an easement from the owner(Belvedere Land Company). There appears to be a precedent for installation of utility panels on this corner as there are several utility boxes of currently unknown origin existing in this same location. GHD recommend the Town begins conversations with the property owner to begin negotiating easement costs and terms that will be required for this project. Draft Document—For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon-Beach Road Drainage Improvement, 11152079 112 hand 4.3 Backup Power The Town has asked GHD to evaluate cost alternatives for providing permanent versus temporary backup power for the proposed pump station, which will be discussed in Section 5. Permanent backup power would consist of a permanent diesel generator which would have a very large footprint of approximately 8'-2" long by 3'-4" wide, and would be almost 5-feet tall. Similar to the electrical panel, this would require an easement from an adjacent property to locate this equipment out of the public right-of-way. It would not likely be easy to obtain an easement for this equipment, as the appearance of this large permanent structure is not likely to be looked upon favorably by the property owner, or the community at large. 4.4 Environmental Permitting Installation of new storm drain system improvments, including a new stormwater pump station near Tiburon Blvd and Beach Road, a new force main down Beach Road from Tiburon Blvd to the seawall at Main Street, and a new stormwater outfall into the Bay at Belvedere Cove would likely create temporary and permanent impacts to waters of the U.S. These impacts would result from construction at the seawall and possibly from permanent placement of additional rip rap or other protection to prevent erosion at the point of discharge. The following CEQA documents and permits may be required with the following scheduling needs Table i w1- Permitting Needs CEQA Initial Study and Mitigated Approximately 4-6 months after Negative Declaration 35% design plans are available U.S. Army Corps of Delineation, 404/Section 10 Approximately 4-6 months after Engineers permits 65% design plans are available' San Francisco Bay Regional 401 Water Quality Certification Approximately 4-6 months after Water Quality Control Board CEQA has been completed Bay Conservation and Administrative Permit Approximately 12 months after Development Commission CEQA has been completed (BCDC) Note: ' Permits can't be issued until Regional Board 401 certification has been issued In addition, impacts to endangered species (fish) could occur. Permitting for endangered species through either the USFWS and/or CDFW would need to be determined after more information about project design becomes available. If required, this permitting would require additional time. Prior to operations, Tiburon would need to comply with -or incorporate the new outfall into -- their stormwater management plan and NPDES stormwater permit. Draft Document-For Discussion Only-Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 113 5. Project Cost Alternatives .1 Descriiption of Alternatives GHD has evaluated four project cost alternatives, which were developed with the Town's input, as follows: • Alternative No.1 -Accommodation for a portable diesel pump to be used only during designated high water events. • Alternative No.2-Permanent pump station installation with three pumps(two duty, one standby) and permanent backup power installation. • Alternative No. 3-Permanent pump station installation with two pumps (two duty, one standby) and accommodation for a portable generator to be plugged in for backup power. • Alternative 4-Permanent pump station installation with two pumps(one duty, one standby) and accommodation for a portable generator to be plugged in for backup power. Table 5-1 below summarizes the major project components for each alternative that will be used to develop the cost for each alternative. Table -1- Summary of Project Alternatives IN 11: Large Wet Well Structure(3 pmps) X X Medium Wet Well Structure(2 pumps) X Small Wet Well Structure With Connection For X Portable Diesel Pumps* 460-LF, 12" Diam HDPE Force Main X X X X Three 2,000 GPM Pumps (2 Duty, 1 Standby) X X Two 2,000 GPM Pumps (No Standby) X Electrical for 3 Pumps X X Electrical for 2 Pumps X Permanent Backup Power X Connection For Portable Diesel Generator For X X Backup Power** Easement For Electrical *** X X X Easement For Permanent Backup Power*** X * Cost of portable pumps not included ** Cost of portable diesel generator not included *** From Belvedere Land Company(Owner of Woodland's Market) Draft Document—f=or Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 114 5.2 AlternativesCost Summary Table 5-2 below includes a summary of the project cost alternatives. These estimated costs include direct costs only of the project components described in Table 5-1, for comparison purposes, and do not include complete project costs, permitting, contractor soft costs, or construction contingencies. Additionally, potential costs for negotiated easements with the Belvedere Land Company are unknown at this time, and costs were assigned to the respective alternatives for purposes of comparison between the alternatives only. For example,an easement for the required electrical panel for pumps and appurtenances was assigned a cost of$100,000; and the easement required for the permanent backup generator alternative was assigned a cost of$300,000. These alternative costs have been developed for evaluation purposes only in order to determine order-of-magnitude differences between the four alterntives, and should not be used for budgetary purposes. Planning level costs will be provided in Section 7 for the preferred alternative and will include complete project costs. Table 5-2- Summary of Alternatives Costs 1 Accommodation for a portable diesel pump to be used only during $50,000 designated high water events 2 Permanent pump station installation with three pumps (two duty, $860,000 one standby) and permanent backup power installation. Permanent pump station installation with two pumps (two duty, 3 one standby) and accommodation for a portable generator to be $450,000 plugged in for backup power. Permanent pump station installation with two pumps (one duty, 4 one standby) and accommodation for a portable generator to be $400,000 plugged in for backup power. 5.3 Preferred Alternative [THIS SECTION TO BE COMPLETED FOR THE FINAL REPORT. INPUT AFTER DRAFT REVIEW REQUIRED] Draft Document—For Discussion Only—f=inal Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 115 6. Flap Gate Improvements The existing flap gate is located along Tiburon Blvd. in a storm drain curb inlet located adjacent to SDMH DT658 as shown in Figure 6-1. The curb inlet is approximately 170 feet from the outfall and is likely at the end of its useful service life. The flap gate fails to remain closed when subject to tidal water for%es exerting positive pressure on the gate, allowing tidal water to flow:Into the system, likely contributing to the flooding in the vicinity of Beach Road. The Town is interested in replacing the flap gate as part of the Beach Road Drainage Improvements Project. In addition to the installation of a new flap gate, a new concrete vault will be installed to house the flap gate. 6.1 Flap Gate The purpose of the flap gate is to allow water to discharge through the storm drain while preventing back flow from returning into the storm drain system. The flap gate is specifically designed to automatically open to relatively low flow rates of stormwater when subject to negative pressure while remaining water tight under positive pressure or back pressure.The existing flood gate does not close properly due to debris and warpage. The flap gate selected for this design is a 48 inches 316 Stainless Steel Concrete Wail Mounted flap gate to fit the existing pipe diameter of 48 inches. The flap gate is hinged at the top allowing the gate to open and close automatically depending on the type of pressure exerted on the gate.The flap gate will be mounted inside a concrete vault with a 12 inch clearance above the base of the vault. This will allow floating material and debris to have room at the base to continue through the system without jamming the gate open. Routine maintenance is recommended to remove excess debris and enable the flap gate to function properly. Examples of flap gate products from several manufacturers can be found in Appendix C. 6.2 Constructs iIit The base of the concrete vault may be cast-in-place to allow the existing pipe to remain in service during construction for as long as possible. The pipeline may remain in service while the vault is constructed around it. Gate installation will require a guaranteed period of no flow in the pipe (i.e., no storm events in the forecast) to assure a dry work area. Plugging the downstream manhole to assure no tidal waters enter the pipe would be recommended as well. The pipeline will be cut out of the new structure and the gate installed. Options for cast-in-place or precast sections for the upper portion of the vault may be considered. 6.3 Layout Due to the depth of the existing storm drain,the approximate interior depth of the proposed new flap gate vault is 10-feet with an interior dimension of 8-feet by 8-feet. The proposed location of the vault is approximately 15 feet down stream of the existing location as indicated on Figure 6-1. This location is identified as Flap Gate Location Option 1. This location is within the plaza brick area. The vault cannot be located upstream from the existing location because the storm drain branches out into three (3) separate storm drains, which would require multiple flap Draft Document-For Discussion Only-Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 116 know gates if a single gate cannot be installed downstream of the junction. While the proposed location within the brick plaza area provides easy accessibility as routine maintenance can be performed without the support of traffic control, it is likely the brick plaza area is not preferred. An alternative location is identified on Figure 6-1 as Flap Gate Location Option 1, and is located a bit further downstream within the roadway of Main Street. Figure 6-2 provides conceptual plan and section views for the new flap gate vault. Draft Document—For Discussion Only- Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 117 7. Planning Level Opinion of Probable Construction Cost The planning level opinion of probable construction cost for the new Beach Road Storm Drain Improvements, which includes a 20% contingency is $XXXXXXX. The details of the cost estimate are included in Appendix D. The cost estimate will be reviewed and updated during the design phase of the project once the design begins and again as it progresses. This construction cost estimate is a comprehensive project cost, which includes the "Alternative X" project alternative described Section 5, all additional recommended storm drain improvements described in Section 4, as well the new flap gate structure included in Section 6. [THIS SECTION TO BE COMPLETED FOR THE FINAL REPORT. INPUT AFTER DRAFT REVIEW REQUIRED] Draft Document--For Discussion Only—Final Version May Differ From Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 118 Draft Document--For Discussion Only._Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 This page intentionally left blank Graft Document—For Discussion Only—Final Version May Differ From Graft GHD Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 List of Figures Figure 2-1. Site Plan - Existing Condition Figure 2-2. Site Plan - Existing Condition (continued) Figure 2-3. All Contributing Watersheds Figure 3-1. Study Segment Figure 3-2. Base condition (851h%ile Tide) (1 D) Figure 3-3. Base condition (85th%ile Tide) (2D) Figure 3-4. Base condition (85th%ile Tide) profile Figure 3-5. Base condition (King Tide) (1 D) Figure 3-6. Base condition (King Tide) (2D) Figure 3-7. Base condition (King Tide) profile Figure 3-8. Design Condition 1 Area (Proposed by HEI in 2009) Figure 3-9. Tiburon Blvd Only Contributing Watersheds Figure 3-10. Design condition 1A(85th %ile Tide) (1D) Figure 3-11. Design condition 1A(85th %ile Tide) profile Figure 3-12. Beach Rd Only Contributing Watersheds Figure 3-13. Design Condition 2 Area Figure 3-14. Design condition 2A—2,000 gpm PS (851h%ile Tide) (1 D) Figure 3-15. Design condition 2A—2,000 gpm PS (85th%ile Tide) profile Figure 3-16. Design condition 2B—4,000 gpm PS (85th%ile Tide) (1 D) Figure 3-17. Design condition 2B—4,000 gpm PS (85th%ile Tide) (2D) Figure 3-18. Design condition 2B—4,000 gpm PS (851h%ile Tide) profile Figure 3-19. Design condition 2C— 13,000 gpm PS (851h %ile Tide) profile Figure 3-20. Design condition 2B—4,000 gpm PS (King Tide) (1 D) Figure 3-21. Design condition 2B—4,000 gpm PS (King Tide) (2D) Figure 3-22. Design condition 2B—4,000 gpm PS (King Tide) profile Figure 4-1. Site Plan -Proposed Project Figure 4-2. Proposed SDFM Penetration at Sea Wall Figure 4-3. Proposed Electrical Service Location Figure 6-1. Flap Gate Structure Site Plan Figure 6-2. Flap Gate Conceptual Design Draft Document—for Discussion Only f=inal Version May Differ From Graft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 This page intentionally left blank Draft Document--For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 LEGEND PIPE CCND Mull ,ys t 7� "', ," �r4 � � �F a`'<F, `s �"'fix °E �Pb� �'{77� �ye ���a'�'.�i � ✓ ±: s � rz PLAN SEE BELOW FOR CONTINUATION SS M, Ay,. - is, dam �r IMSs4 RIME z ui uj ui z�� �`�sva�� +�U����.,�-�us'k'i �, �,:.� -amu. s.�..� E"-°'s�`.�"�„�. ,:��5`�.,� ..� ^aa�vY����i��� �.„'�''a��`�z�✓`,�,. �,��- ��-'r�y'�°�,� � .I t— co DT?7'1Q ��a� ? Lui w PLAN ,NTS .... NORTH _. y,11tt ""BEACH ROAD DRAINAGE IMPROVEMENTS " SITE PLAN-EXISTING CONDITIONS nseors xs a FIGURE 2.1 .�'�' lfi„-` Wy s`• r .� �j`mry.: ,, mss,^*” s'Iv'''. •", �i r;.c4 d ''� a� s �Yy t v», ,,i LL W,:s '�' '.-Y,. •fN�t358" V"z-^,NAl`9 ,.: # `"?r; S :.? �, 2" .cT-'�- ski x� > '. ,> t {, �,> s .;°. Lu K zV4 7��&�a.&a .. PLAN 0 40' 80' PLAN TO OF FDiIRON �"� NORTH „, .._, — DEACHROADDSTING CE IMPROVEMENTS '� SRE PLAN-E%ISTING CONDITIONS(CONTINUED) FIGURE?,? Contributing Watersheds .a�i ��-P•- a�",^ �' �S.� "."'� � a 7 a•,' �� i^ � � z ,�. �a z� .: a c a'' � x IN 30 fi 64 krr H S®MSI Tom of Tiburon ProjectNo_ 11152079 o ro Q zio Zea N Beach Road Drainage Improvements Project Revision No. Date 0412712018Fm1 Map Projadan.Lanbee Cmlormal Coni _ Horizontal Dalwn'.IbrNAmxian Datum 1953 Qitl.NA01993 SlataPlare CaI—.III FIDS O403 F., All Contributing Watersheds FIGURE 2.3 Thr a � n n rx p Outfalls { ; � s �ir� �s✓ �� �"`� � ase�,�` zr " ���`` � � ;a z �,�' � ��� ` r� v Junctions Conduits � s � �q ��'�; .��' a � err � F ,�.�„['���•.. � � �r c?,;,`�.. "Ott ffi DoNnt 3evni 2 � �ti `��3is x �. a,, _•a'�" �"�i �",,T�f ,w^?� �'``` x� ����� ���������°�''�� ' �m s � ��z����������'. a%�, � � ✓Raz r �m .� -� r��,{ d,z � -➢� mos' b�' 'gr s={ � �;�„v � r '` �,.,,,r�,� :: a/,s' F "«� •� F? 2 ` ,mow z ,y xn c,' NM.�a� .� .� res r •� :oy�{' ''` �'� ✓ � 's �� '� ,4' r �g 1 6 ON .i,�"M �' � � i1 1:���1tjtt �t;�,� ;'h� ' ��������� ����� , .gig �� �/��� "u ✓� P.MS.ANSIB -/- -�-\�- Town of Tihumn Project No. 11152079 a 30 140 ztD MeBeach Road Drainage Improvements Project Revision No. - Date 0412712018 Fat Map Plo—La ConbrmalCmic Ibnxar4al DAum.FbMAmen[an Dbun 1983 C'd NAD 1983 S—P—Calibmu Ilt HIPS 0403 Fat Study Segment FIGURE 3-1 a. 19�.ve "gambb oaxurz M wawnA.a�..u•.mu.rmarG P.iaitss[iaavuo.iate.c•eux%:P+�i vMaerir/a�etiamn.. i a s` < �eri�✓��7- �, �' '" 'Legend Q Outfall Junction (Flooded) Junction(Not Flooded) Conduit k G 23 4fz � �` ..ti e:. - � P Papez S¢e ANSI Town of TiburonProject No. 11152079 m Beach Road Drainage Improvemems 0 140 210 s03 N Revision No. Dale 04/2712018 reel /�■�■/T\ Map ProlaautvlaMe�ConbtmalCmk Base Condition(85th Percentile Tide)1D NO—I Datum'Nom Amen can 0.-1983 G1E:NAD 1983 StatePimre C11—III FIPS 0403 Feet FIGURE 3-2 qe�pw DNwrte:t+ys>m.+b.1-1..au Mne+.a ay 0m4+.+1m+1 GnD.NI 11111 t—o.xag1— W.vancirM�e til rr»-menxmavn-Hama �' ��?`„ �: v �� + �� �' ��c✓,�� � - Legend z k 4< Maximum Flooding a a �r+� � ��" ,,�`?'` �a,� � '�,z� � ��� ���� �'`���"'`����' ���a'•�� Depth(feet) h s b a.-f'"'xs .,� y ``c z'✓;e � '5r- 9� e'';� �� 0_5 -0.6 r � 0.7 0.8 3,- wrsam 0.9-1.0 above 1.0 \ Xj j l\��: 'r'.y£ �.6•`�C ,moi i fi'R3 Z f x Al ,+ ki go n c �� ����y 'mss� �x r �✓� � � ��s h� � ��'� ��*� `� � 3 ��� � � �; ✓�� ;�� ,� : � �,- � ,��,�"�.�` :� s l ate' �- � . ' �.a a. cs ✓,� ��,,'�� "^� �, 3TC � �`s *; ai" � .S -�l�" � �< Papa saB ansl s Town of Tiburon Project No. 11152079 0 10 1. 210 M N Beach Road Drainage Improvements Revision No. - 00 Date 0412712018 Fee. /�__■wr_\r MMP ftjFa n lmnlnn Conbimal Conk Base Condition(85th Percentile Tide)2D Ilodzonwl Daum MFmrrican DaiunM Ud:Me 19M SialePllm Ca9brnu In FIPS O403 F,t FIGURE 3-3 +x m va.w..Cryvvm.ne nxevue+eduywaeweyviro4+wa�aemx+wxvvo.zviA srzi.mquo x�+.ouw xy.Fanz Pmaae.zllpm e.�)i� manvaa-m-xvmn SSB � N E Ev U m d o OF-4(6.634) C1(9.061) DT662(6.354) ,rte 658-662(8.372) DT658(6.343) 496-659(7.642) s {j s; DT496(6.329) 654-496(6.758) q DT654(6.33) 'S s 495-654(6.575) .. o co 652495(6.417) - DT652(6.309) 645-652(6.373) r 644-645(6.541) DT644(6.284) J1 643-644(6.191) to� � , a ti , - DT643(6.288) 682-,643(5.976) rx DT682(6.271) 264-682(5.814) ` DT264(6.267) w s� f Uli'F. 263-264(4.632) t' 0 DT263(6.254) 262-263(4266) t + s�� _ - DT262(6.245) 261-262(4.222) DT261(6.13) 23-261(5.956) ✓' N ' o DT23(6.095) Link(flow,cfs) Node(depth,ft) H(3t_ - EGL Peak values Conduit 731-735 Conduit 735-260 Conduit 260-683 Conduit 683-261 Flow=0.872 cfs Flow=0.652 cfs Flow=1.026 cfs Flow=0.771 cis Length=38.218 ft Length=146.855 ft Length=105.198 ft Length=31.994 ft Depth=0.667 ft Depth-0.667 ft Depth=1 it Depth=1.25 it Velocity=2.496 ft/s Velocity=2.059 ftls Velocity=2.741 fVs Velocity=3.505 ft/s Slope=8E-05 Wit Slope=0.0103 ft/ft Slope=0.00157 ft/ft Slope=0.0351 Wit Invertl=4.731 fl Invertl=4.728 ft Invertl=3.219 ft Invertl=3.054 It Invert2=4.728 ft Invertl=3.219 ft Invertl=3.054 ft Invort2=1.933 it - 6.5 6 y�yY F 5 45 3.5 r 3 2 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 1.5 Junction DT731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=6.031 ft CWSEL=5.728 It CWSEL=5.599242 it CWSEL=6.052719 It CWSEL=6.130258 ft Max.CWSEL=6.031 ft Max.CWSEL=5,728 it Max.CWSEI =5.599242 ft Max CwSFi =6(152719 ft may,rwSFl =F larnst;ft Rim Elev.=6.031 ft Rirn Elev.=5.728 ft Rim Elev.=6,569 ft Rim Elev.=6.554 ft flim Elev.=6.663 ft Invert Elev.=4.731 ft Invert Elev.=4.728 it Invert Elev.=3.219 ft Invert Elev.=3.054 ft Invert Elev.„1.933 ft 09/25/2007 07:31 AM 09/25/2007 05:03AM 09/25/2007 07:32AM 09/2512007 05:53AM 09/25/2007 07:37AM � p zuiso To fTb ron A �Pg nNo 11152019 ^ ' eeacM1 RoaaG ag improvements Re Ab Daie Oi121It018 Base Condition (85th Percentile Tide)Profile DT731 to DT261 FIGURE 3-4B Legend Outfall Junction (Flooded) —M, ✓ e O Junction(Not t Flooded) M1' d ZC�try KG." Conduit 1 � qy °v T sy 5 5�c���y� � �. y�.�-�' \t ` �".;* wa�ib x a��"3a�� e�rt��,��" "' n ��✓ 2"�-s'-r�„.�� r �r -�>7,��' 'z s'�`>�-✓_ �'" - �� ate' »>� A7734 '''£r Q r �, �� �� a�✓�', � t �� �r � �.+t H✓�,� =�. 3 7b� ''" ,S9T7�F2� `. L�i�` �8 6, ,x.,,. T�96aM 9 z r.�� ;,,�u'�_� -.��'��.ri `r�s'�����..S,�i,"�"�'���� ✓�'��'� c fie-' �- ,r� �° :; rr ?. rA �� r t t � � �s L•S" !.� r :;�4 � '. r � x �. ,t >r��� ���a � %:� 'w'����.�'"5 � � `��d € �� t� ?�' f`i d � �' x:" �``°� 2'�a x�' � '..�{ -✓ �'. c�c � ". .G.i Zfi��,'>s�r:�.F 1 Papa sae ANMe T,­1 PrajecrNo. 11152079 0 90 vo 210 280 N Revision No. Beach Road Drainage Improvements Data 048712018 F Map Projegon'lxMetlC D Icoe ' Base Condition(King Tide)1D NonMOMaloaae"NoMM1A Dal 1�3 Gnd NAD 198351alePlal¢Calibinu 111 FPS­3 FIGURE 3-5 an+x now ou•an.:cryamr..•:rne.vNai�.mu lmenmgcigA amemamea�...u.aoo,m�&srMirny+m io�r.o.xm ryyu�x GISNp.Wxe�ax�lsMM fm4umav�.Nemea mvaae:n M.p Mo�e�ra� g ra dv r a Maximum Flo--di-- Depth feet p ) a& : N0.0' 03-04 �- ✓ 0.5 0.6 €, "m 09-10 x'� T � � s �'' above 1.0 TI z <Q w l�, a z n .:T` i ��>.� ,�✓'"�„^ *, ,, �:T�s.�y T ,,4''�z ,::��.'T,o �7�`����� 17✓�� y s�.> "� ;-�. ,� ? . ✓` �.' e -.+i d:. ,ri t�``: "F P-3:. a,'`3'� `ice �+, '1'` z-, ✓ MR ��' �', ' ✓�Y � `�� rra am �sem` '2'�a �. 1- � 1" s � Awal sv�e%R .sry L. C.0 L i Pavn slza Ax98 Town01T1 1 uron ProleciNo. 11152079 0 10 140 Mzea N, Beach Road Drainage Improvements Revision No. � 1`w.\,\-- Date 04Y1112018 Feel WP Pl*dl,Lw-C-1 e�,c Base Condition(King Tide)2D Nanz.-Dam;Wo A-,i—Datum 1993 Cn2 NAD 199]S—Pl.-CeRbmle IN FIPS O401 F11 FIGURE 3-6 mvn}aini�nismtei'iwm:a.amnad.�.g.mpna oar wrzc eryaom.veane.aiuv.ta�MartmgG�vFwuoemmn:.un.ei�o.ta�k 51[iomyom tort.aum ey M.0 aSwynexnaro91115mm,smenraau,Menet VMeae:El Opxe�9-111t M s 3 O O L7 0 i � C f- 2 27 ~z mY s OF-4(7.744) tr fT�s C1(10.661) ) k2 x� o 658.662(9.976) A DT658(6.381) f �z %. 496-659(9.186) DT496(6.335) - 654-496 8.283 -DT654(6.344) 495-654(7.998) o 652-495(7.799) DT652(6.331) 645-652(7.711) 644-645(7.538) DT644(6.301) 0 643-644(7.525) ✓' DT643(6.297) 682-643(7.33) ; DT682(6.296) 264-682(7.19) i� o a DT264(6.293) o DT263(6.284) 262-263(5.843) DT262(6.272) 261-262(5.8) / ` DT261(6.178) 23-261(4.608) r' o DT23(6.095) Link(flow,cfs) Node(depth,ft) ---- HGL --- — EGL Peak values Conduit 731-735 Condait 735 2G0 - Conduit 260-683 Conduit 683-261 Flow=0,872 cts Flow=0 632 cfa ;% Flow=0.99 cfs Flow=1.212 cfs Length=38.221 ft Length;=146.854{€ Length=105.198 ft Length=31.992 ft Depth=0.667 ft Depth=0.667 ft Depth=1 It Depth=1.25 It Velocity=2.496 tUs Velocity 2.033€fF5 Velocity=2.367 ft/s Velocity=3.506 ft/s Slope=8E-05 ft/ft Slope=0.0103 ftitt Slope=0,00157 ft/ft Slope=0.0351 ft/ft Invertl=4.731 It Invertl»4.72$f�, Invertl=3.219 It Invertl=3.054 It Invertl=4.728 ft Invertl=3 219 fF Invertl=3.054 ft Invertl=1.933 It — - 6.5 6 4.5 4 w ,a a Sr r 3.5 y 3 2.5 9 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 __ 1.5 Junction D,r731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=6.031 It CWSEL=5.728 It CWSEL.=5.622499 it CWSEL=6.149719 It CWSEI..=6.17822 It Max CWSFI =n f131 ft Max R\AIRF1 =S 79A ft NA— ('kA/CFI -G 209d Q0 fr nn.... —AMM –r ino1+o a ft Rim Elev.=6.031 It Rim Elev.=5.728 it Rim Elev.=6.569 It Rim Elev.=6.554 ft Rim Elev,=6.663 ft V Invert Elev.=4.731 ft Invert Elev.=4.728 ft Invert Elov.=3.219 ft Invert Elev.=3.054 It Invert Elev.=1.933 ft 09/25/2007 07:31 AM 09/25/2007 015GAM 09/25/2007 07;48AM 09/25/2007 07:45AM 09/2512007 07:32AM i Iib ron � llPgea No 1115Y0I9 - ra w BeacM1 Ro Id nr aq Impovemems RN .W - - oae ofmnme I' Base Condition (King Tide)Profile DT731 to DT261 FIGURE 3-76 Outfalls n v� ms's F ✓ (Desi 9 Condition 1 � �r Area) Junctions � (Design � Condition 1 i Area) Conduits a (Design `. Condition 1 7 , Area) , Q 0 if II J Junctions t d � Conduits A, '' ✓ j r 3 z � �s. � � +� � h � .was ✓ �7�$ � a � a w A O 1 t 3 s r ) 4 a r o z , ,..,ie t �r t s. ._'�" ,. c"��r'�; " �" '"'. ��� `sem, s£ �c } 1� �' . ', r._'�, �,.z7- . ..8��- tiit f'.„4 ..�,va� - - - Paper Sire ANve - Town or Tiburon ProgectNo. 11152079 o ro tao zto 2WBeach Road Drainage Improvements Project Revision No - po Date 04127/2018 Feel Map PrOjedbn:LaMen Conbmal Conk HOAxonal D—NOM Am .DaumM NAD 193S-Plana C11—III HIPS 8403 Feel Design Condition 1 Area FIGURE 3-8 JLe end g - � r s s1 Tiburon Blvd Contributing Watersheds r :a w t :` �(- �;' r�.��CyF�3 ^a✓ ,K ��t �;,r�. ?a ax�v,�.r� s yzza,�u is ��rzs,, ,'' i��o`r b e �;' ; �" ,.ems - r,1 °� ✓ '�34 F k. � �y�' sem'° �,�:"";. sP `�„`a � � c '� •� � TIN Hyl, 40 m� Pape,sae ANBIB Town of Tlbman PfgeetNo. 11152079 o ro 140 210 MN Beach Road Drainage Improvements Project Revision No. - Date 0412712018 Feer Map Pmj—L—c—cmk H,611,a Damn WO Ammiem Dam Mnhiiw Tiburon Blvd Only co:xAotees SraiePlara capama[it Firs 0403 Fees Contributing Watersheds FIGURE 3-9 � az Legena .. z�, Outfall - � '. Junction "C z `rp„ a r" (Flooded) Junction Not Flooded) A �t- Conduit r sC MOM a u x ma �zays=�� `•�: � � �3x' �q%' �`� ;� �.,�`��"�'-��f' -cam ���.�. � �;�,c �� y.iT �'% k�1"i a z z a �� d > ��'1 �r �' > �x ,a �'� 's• w �, i ,�" ; ¢ "�t �-aj� i��i°' ,�' a� `-��Y„'i`�, ,�``` a`r' "'n ..c� � ��4� i s a' 1 v? � z a.�. t s r L - - " Paper sae ANsle lo—Ili,..n ProjectNo. 11152079 " 0 3o t4o zto zeo N Beach Road Drainage Improvements Revision No. - 00 /�� Date 0412712018 Feel _t/�■`/\)_. Map Prgeadn:LemOea C.b—'Cmi Design Condition 1A(85th Percentile xon.e DAM;NIM Am—09mll9ea Tide)1D tr d NAD 1983 S-PIare C11-13111 FIPS O403 Fce1 FIGURE 3-10 a.:yenplls o.a+wRe:erysmvannnannawet.ul+�nmryeiuA+:+ama�++�uteeo.ioi6 sr[�oagnm xolr.Peab el-.k'+nl vmaae.zinp�B'➢11i ro.tuvaon.xema Mei C W ss �s o � a E - > fl- �B i0 0 L OF-416.634) a Cl(11.302) F-- DT662(6.334) 3 0 658-662(10.648) ' s . [ DT65ft(6.321) »` it m DT496(6.342) Fd 654-496(8.748) s DT654(6.321) 495-654(8.567) o o 652-495(8.394) DT652(6.303) 645-652(8.361) t 644-645(8.111) OT644(6.298) 643-644(8.081) W a F DT64`.;(6.299) 682-643(7393) DT682(6.297) 264-682(1.573) ' o J ov DT264.(6.296) LU 263-264(6.074) t� DT263(6.288) J 262-263(5.58) --DT262(6.279) 261-262(5.513) " t f DT261(6.2) i 23-261(5.458) tk, `y t zt o DT23(6.095) Link(flow,cfs) Node(depth,ft) Beach Rd Contributing Watersheds � sr r as MW t 3 $ � h `v f k } 8 33� w ` � Y vt � � � ,1a. r �� .az � ,�,�k' �•.a�\s�' d � 20 r dry' 8 r, Papa sne AN99 Town of Tiburon Proj'rINo. 11152079 „ o to too 210 zoo N Beach Road Drainage Improvements Project Revision No. �m Date 0412712018 Feel Map P110uion lamMneonbtmal Conk xnn=oma�Dat.a xomntmiGan DaWteaa Beach Road Only GtIE:NA019a35]a�ePlane CaNbmuII1FIPSa4p3Fce1 Contributing Watersheds FIGURE 3-12 -qbb oaa uvrze.Gi+o Sexaxi..an sv-aa.nmie.iruamyun mtt.ue.w p.K aswa,+.nervnuatismn ati ouuaryxaia„ma,w� Mraxe.itlyzmets5a A Legend .0 t ? Proposed Outfall em Mpl a MIK Proposed Pump , Station MW _Proposed a✓ r i�,,yc SDFM Outfalls(Design u F z � � Junctions � �.� r r �� '�.?•' .. l (Design s, a Condition Area) . ' �� '� r§ Conduits (Design Condition 2 Area) Outfalls J Junctions qtr a� r \ Conducts s �. a Oo mt w�i i � � �L��" Y` •�� ,� �, a� � ��,i�. � s,. � E� "�'4 c, Y; � ^%" 2 7,. " `; y a r 1 �,,zh. �'�,�ter, �` v �7''D.�"y�c����''�'�,>�.ra 4 �' �a �'��:T �• r c Pa,saeausle Town of Tiburon t Project No. 11152079 0 re 340 230 2se N Beacn Real Drainage Improvements Project Revision No. /}\ Date 04/27/2018 Feel 1(�■■/\/_ Map N.P.an Lenben CanbimaiCmic Nang—o Wb Ammcan DM�vn30a3 CM:NAD 39a35utePl.m Ca0bmu III FIP50403 Feet Design Condition 2Area FIGURE 3-13 bswwvkwadanism3syx ot..gGnq wvueuma��� ou._.areryuT.awxnaw.m.remu.meteiesexo.xo&st[ieapaa Eaa.Cidwq.k+`i Tnaan it Agxue.lioi Q Outfall 5 qr Junction a a�`=tee rr (Flooded) Junction(Not O a Flooded) Conduit Ag Ell W, z;* Zia x t as ' c � 1 Y 54 Ii ma �.s a ! *'G ` ` 2 E � , £'3`m 5� ' s" s "kx ; r f v'•r 5 i ., ?," Eat. ,3� r t�S.xav,`v�,Zr4 �o .;o�f"� �fc-a,-* n��y,���`'�V'��rt.� x�lari�. � 5 .�.r'G,v,z�..�..�s�`y�` ``-:� � ,�', S•a l i . tat to;� Papa sae ANva Town of Tiburon _ PrgectNo.x11152079 o m too no 280 N Beach Road Drainage Improvements Revision No. Date 0412712018 Feet M pNoje.m"4ameeaC.b alco„K Design Condition 2A(651h Percentile Honioraal UM�an HoM Pma'ran DAun 1983bodd Tide)1D .a MD 1983 S4akePi,m Caltloma]II FIPS 0403 f,t FIGURE 3-14 rlsWa�rWweueaiiaatt rmeamm+'rc_uaeeaePaR y:lepuy omsmrce.uyvvm.unneaankeoe u.Mmnw gviioA+mnmemmxnwb.�lio.tot&'srri.rtysm iva.peas gFbni era a.e.nM'xoe"irzz Q _ w= s�o LLu yU U c t �$ o OF-4(6.634) v � a Ci(8.292) DT662(6.353) 0 658-662(7.526) cov DT658(6.341) Vii' m :a k 496-659(6.714) m DT496(6.328) pY3 654-496(5.886) tis, a1' Y` DT654"(6.322) s� <1?a 495-654(5.659) 652495(5.481) w DT652(6.307) 645-652(5.437) 644-645(5.281) DT644(6.273) 643-644(5.282) DT643(6.268) 1 n�� 682-643(5.086) ( z 3 DT682(6.27) 264-682(4-94) �s o DT264(6.261) �g 263-264(3.895) Y c DT263(6.248) 262-263(3.54) -- 261-262(3.497) DT262(6.235) 4 DT261(6.118) 23-261(6.043) ? { "tom o DT23(6.095) Link(flow,cfs) Node(depth,ft) ---- - HGL - ---- EGL Peak values Conduit 731-735 Conduit 735-260 Conduit 260-683 Conduit 683-261 Flow=0.872cfg 1 Flow=0.668 cfs Flow=1.045 chs Flow=0.771 cts Length=3$.2f8 ft Length=146.855 ft Length=105.198 ft Length=31.994 ft Depth=0.66 ft Depth--0.667 It Depth=1 ft Depth=1.25 ft Velocity-2,4961116 Velocity=2.048 ft/s Velocity=2,803 ft/s Velocity=3.505 ft/s Slope=8E^05 fttft Slope=0.0103 Wit Slope=0.00157 fUft Slope=0.0351 Wit Invertl=4.73!ft Invertl=4.728 ft Invartt=3.219 ft Invertl=3.054 ft In =4.728 fl Invertl=3.219 f[ Invertl=3.054 ft Invertl=1.933 ft 1 6.5 6 { 4.5 5 � r 5 y 4 n 3.5 5; N 2.5 2 1.5 0 20 40 60 80 100 120 140 160 180! 200 220 240 260 280 300 320 Junction DT731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=6.031 It CWSEL=5.728 it CWSEL=5.595369 it CWSEL=6.052719 it CWSEL.=6.118027 it Max.CWSEL=6.031 ft Max.CWSEL=5.728 it Max.CWSEL=5.595369 it Max.CWSEL=6.052719 It Max.CWSEL=6.118027 it Rim Elev.=6.031 ft Rim Elev.=5.728 It Rim Elev.=6.569 ft Rim Elev,=6.554 ft Rim Elev.=6.663 ft Invert Elev.=4.731 ft Invert Elev.=4.728 ft Invert Elev.=3.219 ft Invert Elev.=3.054 ft Invert Elev.=1.933 ft 0912512007 07:31 AM 09/25/2007 05:03AM 09/25/2007 05:53AM 09/2512007 05:53AM 09125/2007 07:32AM ey, euse - To of ibumn 'P,*.W.11152079 n. pin nea<M1 Roan Rainageimprovements Rensbn No.- oa`wn7n91e t, Design Condition 2A (85th Percentile Tide)Profile DT731 to DU FIGURE 3-15B ' Outfall Junction (Flooded) 40", Junction(Not v Flooded) 5 � Conduit - ,r R, �d Fr 1)734 t,x,✓ rya r ?'ay`eiyf�'�E` ,�'t � �c � �,t �( 14,-C "� S,S tis• "sem` S "�" - s,� �:; `."'.� a`iY `*z Dr7sa '�k' �.C''�rz���•r��� i � ��,y'�L?.� .�Y..y.%I S� ,.w'w". zr'-��h'€�� �,h �T � � x`" `37 �'✓� r *moi � "� gKy..S t s,��3r��`�"������..'�' �',3�'�'k 'S�' �� `mss, � �� , ��'rc ;C1 nv It v 1 4�"^ / . �mv ��k 'C ,Sr' �y�y��. �'� - .,b ,�� ���a��`r�y.', ��s���r�w'?"1'�� s`•+�3�k�1a�4��f. 4 k`S..r �=S �"��3�'"��. ��.� ",�a � , S i,i "i .. � )3 � � �"r �'3���'�,� �>»✓a�,nf''s` -';�s.�� k���z 9q.�,� a'` "�-'Y. ..,�? ,� �i t C;� ' TA «., nape]SIreaNSI fi .. x Tawn of Tiburon 11,11,N.. 11152079 o 10 140 210 M N Beach Road Drainage Improvements Revision No. Date 0412712018 Feel Nap N.pd'nn:Lam0e0Cantr Conk Design Condition 21 (85th Percentile Honronefoam,:twmnwm—nam M Tide)1D cnn:MO 1981 A101ane CIIi-III FMS 0403 Fees FIGURE 3-16 d5va,pbewneaAsmA1f1m4M1Ntlda�n eRep�� ove w..e.eryvm.wxe'ne.uee..e.ap.meggeiwA wexarvea:euMeno.mt&se[�nmyew tole.u.amgyw.i vmaacnp.ioe ]rzs Legend Maximum ��' �t a Flooding s � Depth(feet) 0.0-0.2 0.5 -0.6 kmG W above 1.0 ' f x .`iai � U. � a � ��� mss" 'x� - �•���`��"� ���° ������ 5 3rx^�. � ��.���,e���T���nc. .x '��� �"��� �, � " �`2 (��a��%�.'-z' ✓'� �'�Z�� ? jig v�� `��� ` ��"n a � �: � �t '�`- � p � ,� c a ,�, v *�,� t i 4`c�t� ���.y�„��, w �i✓^.-dam �,,. .�:,�a 1��� y Sx "�; i'`2"`�I�' � >'r s�'��,"�; f �� ,� y � � � s^�.�zez�sx.��x,., sE. �`"ti• x.:., '� �''€.,� .`*yam ,�c��"�-`�1 ,�� � .: �R��� s�s:: `'�. Z 7 t 'x�L ,-�'��� c� iii,�-�`•';�� �`ls x""^"`� >x.�d �.'� x� s2 � w Paptt s¢e axsfe ;i Town of Tiburon ProjectNo. 11152079 0 ro 3ao no zeo N Revision No. - Beach Road Drainage Improvements Date 0412712018 Feel Map Projeann tamben Conbmml Conk Design Condition 2B(85th Percentile xe�xemat oar rbm axknean Doll°"i�3 Tide)2D Cna:Nan laa3 S-Playa C11*61111 FIPS 0403 Feet FIGURE 3-17 ,a.w Dae v:rc..erynmm.,:e�t.n�,nee.uMmnmer etmAwwamxx:eu+s.exo.zaksrzlonwou xoit.ae vF z rmae�.ziMme�tix=m>9_trrahxexon_vomm R '7 m d 4 t r o CF-4(6.635) C1(6.835) DT662:(6.35) 658-662(6222) t DT658.(6.354) to 'mg s. z 496-659(5.54) oo DT49E(6.333) .3 654-496(4.719) 1t --DT654(6.318) st z� 495-654(4.507) 652-495(4.336) IfF x DT652(6.309) 645£52(4.254) 644-645(4.072) DT644(6.28) 643-644(3.996) o aw K DT643(6.264) 682-643(3.772) � � �t ,� DT682(6274) 264-682(3.608) ' o o DT264(6.257) W Y 263-264(2828) s � DT263(6.242) 262-263(2.452) S ' 263-262(2.419) DT262(6.227) DT261(6.116) 23-261(6.105) o DT23(6.095) Link(flow,cfs) Node(depth,ft) ------ HGL -- EGI- Peak values Condult 731-705 Conduit 735-260 Conduit 260-683 Conduit 683-261 Flow=0.872;cfs Flow=0.749 efs Flow=1.301 cis Flow=0.645 cis Length=38,21&i Length=146.855 ft Length=105,198 it Length=31,994 ft Depth-0.667 ft," Depth=0.667 it Depth=1 It Depth=1.25 ft Velocity=2,496 fila j Velocity=2.258 fVs Velocity=3.091 it/s Velocity=3.505 ft/s Slope=8Ev06 ftNk Slope=0.0103 ft/ft Slope=0,00157 ftlft Slope=0.0351 Wit Invertl=4.731 ft Invertl=4.728 it Invertl=3,219 ft Inverts=3.054 ft Invertt=4.72$ft Invertt=3.219 ft Invert2=3.054 ft Invertt=1.933 It 7 - 6.5 6 4,4L 4.5 3.5 - 3 2.5 2 --j 1.5 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Junction DT731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=6.031 it CWSEL=5.728 It CWSEL=5.535244 it CWSEL=5.335255 it CWSEL=6 115781 It Max.CWSEL=6.031 It Max.CWSEL=5.728 ft Max.CWSEI-=5.535244 it Max.CWSEL=5.335255 it Max.CWSEL=6.115781 ft Rim Elev.=6.031 ft Rim Elev,=5.728 ft Rim Elev,=6.569 ft Rim Elev,=6,554 It Rim Elev.=6.663 ft Invert Elev.=4.731 ft Invert Elev.=4.728 ft Invert Elev.=3.219 It Invert Elev.=3.054 ft Invert Elev.=1.933 It 09/25/2007 07:31 AM 09125/2007 07:06AM 09125/2007 07:43AM 09/25/2007 07:38AM 09125/2007 07:32AM euse Town of iburon pr* No 11152079 eeacM1 Road Drainage lmgovemens Rens on No.- Daie 0912)12018 i Design Condition 211 (85th Percentile Tide)Profile DT731 to DT281 FIGURE 3-18B � O � � s6 ry o� o OF-4(6.635) C1(0.175) c s `— - DT66<:(4.712) 658-662(1,551) N �v"fir _ DT658(4.709) 496-659(2,012) o [ r DT496(4.665) 654-496(1.95) I — DT654(4.617) s`t 495-654(2.443) j o 652495(2.841) DT652(4.554) s 645-652(3.288) 644-645(3202) DT644(4.575) 643-644(3.387) t o DT643(4.589) 682-643(3.399) DT682(4.585) 264-682(395) 0 DT264(4.58) LU r' 263-264(0.688) ' O DT263(4.552) 262-263(0.895) z DT262(4.554) 261-262(191 8) v ,r DT261(4.552) 23-261(15.601) _ o DT23(4.647) Link(flow,cfs) Node(depth,ft) HGI_ EGL Peak values Conduit 731-735 Conduf[735 260 Conduit260-683 Conduit 683-261 Flow=2.135 cis Flow-2A04 cfs «. Flow=4.082 cls Flow=0 cfs Length=38.218 It Length=146855,#t z' Length=105.198 it Length=31.994 ft Depth=125 It Depth=1 25ft Depth=1.25 ft Depth=2,5 it Velocity=3.754 fUs Velocity; 2.616 tt�s Velocity=4.21 fUs Velocity=0 ft/s Slope=0.0262 fUft Slope=0.00 Slope=0.0163 ft/ft Slope=-0,00313 ft/ft Invertl=4.731 It Invertl e 3 72811 Invertl=3.219 ft Invertl=1.5 it hivert2=3.728 Ft Invertl=3.219, ft Invertl=1.5 it Invertl=1.6 ft 7 6.5 6 55 G 4.5 5x 4 � r 3.5 w 2.5 N 2 1.5 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Junction DT731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=5,156475 ft CWSEL_=4.903878 it CWSEL=4.764245 it CWSEL=4.500924 ft CWSEL=4.55215 it Max.CWSEL=5,156475 ft Max.CWSEL=4.903878 ft Max.CWSEL=4.764245 it Max.CWSEL=4.500924 It Max.CWSEL=4.55215 ft Rim Elev,=6.031 ft Rim Elev.=5.728 ft Rim Elev.=6.569 it Rim Elev.=6.554 ft Rim Elev.=6.663 ft Invert Elev.=4.731 ft Invert Elev.=3.728 ft Invert Elev.=3.219 It Invert Elev.=L5 ft Invert Elev.=1.6 it 09125/2007 07:44AM 09/25/2007 07:34AM 09/25/2007 07:34AM 09/25/2007 07:34AM 09/25/2007 07:34AM � P. se � � VT of ib�ron .x Pigea No 1115P019 BeacM1 Road prainage lmpovements Rensbn Na. pale OIR]f[e1B ('z Design Condition 2C (85th Percentile Tide)Profile DT731 to DT2fi1 FIGURE 3-19B Legends Outfall Junction 1� � 3 (Flooded) c5. 3 r s a as O Junction(Not nU, Flooded) � =Conduit ABI SM a 'f ��� �� �r;�s fi�r� ,' ,,- i a.-�� .•`����s SK � a2�. N �ay'"'�,-`' s���� .�4w`�`" ^"v'1 �`�� ?�, . a",,y'-s P's ���� .;•y :'� »� z . ','7r v a, t .8� 3' s ". 1�.,��v.1�'-�a'„��u'�� Fu �e'��, s �vs�'�,a`� � ti -� ,•3s ;`'�.��t° ���rte, '�'c W �' _ s N �."�r': 1,,P 4 9+.'• b4`e�� ''g�.A '�'�u.`s� -53 aF-.�y, . f " 5'run �'Cx S�rt � � ,ter.,-��<' ,.�.`-�5".�..�p �:-.-�.^�^+�✓t, ,� .r-., .:�, � � s�`b�aF�r ���� r� "`n `�zu F ;` �� ws � r �;' A r. .�� y .fz w"S�dar. s �5�✓, ,�x 1'.. t ` �F •r'�r ��,<�; ,��.�;`..� k�C '4 �� ��� �� .�� seg � �.s��, -�' a a✓� �r �=�.�°�p�8 r ¢� .� `�' ��, �-f Y? � _ u�_ � � �^�s�����as�i � c�� �� � J��° �€ e� �✓` � �� 1 rd �` > Ursa �% � s. 1��� t>°a � � su �-a �2 ✓�: s"��'``�2'Da �� 4.,, x� � s`! �t "�8 H �yes.t.n� k . � � �:: "'M `'1 �s .. Paper see ANSI Town of Tiburon Project No. 11152079 0 90 140 210 280 N Beach Road Drainage ImprovementsRevision No, 0o Date 04/2712018 feel Map Pro�epion:LwNaCmb—Cm Design Condition 2B(King Tide)1D H,11-0—Wor—ncanD—gin .I,: a NAD 1983&,01—Ukbm III FIP5040aF,t FIGURE 3-20 asuysow.xaaa�asmro,rm:a.wam_eMapea vga+pvb oaa a�v.cryw.e+uru+acuae mubmm�mq¢p4wimemmaiewaweno.ioi4sr[omuw mgr.o.amgFvni tinea.:zzgzoielitl r � Legend 7 Maximum r Flooding Depth(feet , p's ,,`'a .z..� 'Z < -s f',- `s' a•,w w y At, "''s a 0.0-0,2 0.3-0.4 mac : r 09-1.0 t ° � � above 1.0 � `ate y ," s. e 5 z, a� . �""� Y k '' e "' e v z x ,.m t� `3'cc'z✓ �''� �� c �c`z'2- �, 2a� 3 } ke.zaIV r U. -r a x � fig' a u _0 wa �`` -z � A �" � �,`� ����'i,�-�' "�t�3 � L. mss.. �����'"� �s�.u�,•' z aW, AJ zsz �Ri��`t� ✓ A ������-'���� Y Lt.`s"k, � r�'��"�' "x er�� yt°� ;r���'�� R �v� h .,.,, � y aa.,,,• r�.,� ti '� a i �zly�����e��,�'�,� ,� G�',., 1 2. �e tea, €'Y7< .G`�`9'L�L' v ,x'� ➢ sc 1 z"� �"+." s3ci?l `e,".r�,� r"",s �"az z.., ve3.. e PzperSm ANsia Townof Tiburon �Projecl No. 11152079 9 ID 140 210 280 N .a.Road Drainage ImprovementsRevision N0. - �m Da1e 0412112018 feet WPP Rd 'L—HConbmulConk Design Condition 2B(King Tide)2D _H.n 10—fb.A—k.oaken 1983 C'J.H D19835uteP� CO—InPIP50403Feet FIGURE 3-21 •m'v+.yas�n��iisxo�vxe+,m e<+maadanspi�pra ou:zRe.etx umm.eu�e.mmue muM��%euoF wexamxd,ewn.Gao.xoi&srziangm io�a.ueam eYFbnx mvaae.x�W�8���1 mN-metuMxm_uem,a Q Q N M e�Q � f€ W i � o OF-4(7.744) Cl(6.874) DT662(6.357) 658-662(5.269) DT658(6.346) 496-559(5.573) DT496(6.33) 654-496(4.736) DT654(6.322) 495-654 4.531 w 652495(4359) DT652(6.291) 645-652(4.283) 644-645(4.097) DT644(6.301) 54344(4.018) , o xl DT643(6.277) 682-643(3.787) DT682(6.273) 264882(3.621) € C) DT264(6.267) u.i 4' > DT263(6.249) 262-263(2.497) v U air 261-262(2.462) DT262(6.231) DT267(6.707) ai its 23-261(4.78) o DT23(6.095) i Link(flow,cfs) Node(depth,ft) HGI_ ---- EGL Peak values Conduit 731-735 Conduit 735 260 ' Conduit 260-683 Conduit 683 261 Flow=0,872 cfs Flow=0.709 cfs Flow=1.307 cfs Flow=0.605 cfs Length=38.218 ft Length=146 855it 1 Length=105.198 ft Length=31.994 ft Depth=0.667 ft Dspth Depth=1 tt Depth=1.25 tt Velocity=2.496 ft/s Velocity'=2 129#Us Velocity=3.091 fVs Velocity=3.505 fUs Slope=8E-05 ft/ft Slope=0 003 ftlfl Slope=0,00157 ft/ft Slope=0.0351 ft/ft Invertl=4.731 ft Invertl=4 728 fJ Inverts=1219 ft Invertl=3.054 ft Invert2=4.728 ft Inver tt 3 219 fl.<,_ Invert2=3.054 ft Invert2=1.933 ft 7 } 6.5 6 77w. 5.5 ^— 5 f 5 4.5 , F " t 3.5 `Jr 2.5 2 m 1,5 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Junction DT731 Junction DT735 Junction DT260 Junction DT683 Junction DT261 CWSEL=6.031 It CWSEL=5.728 It CWSEI-=5.535287 ft CWSEL=5.337202 it CWSEI-=6.106925 it Max.CWSEL=6.031 It Max.CWSEL=5.728 It Max.CWSEL=5.535287 ft Max.CWSEL=5.337202 ft Max.CWSEL=6.106925 It Rim Elev.=6.031 ft Rirn Elev.=5.728 ft Rim Elov.=6.569 ft Rini Elev,-6.554 ft Rim Elev.=6.663 ft Invert Elev.=4.731 ft Invert Elev.=4.728 ft Invert Elev.=3.219 ft Invert Elev.=3.054 ft Invert Elev.:z 1.933 ft 09/25/2007 07:31 AM 09/25/2007 07:06AM 09/25/2007 07:43AM 09/25/2007 07:48AM 09/25/2007 07:33AM po euse Town of Tburon „�4�No 11152019 Beach Raad Ua nage Improvements Revision No.- Daie OCI2112018 Design Condition 2B hood (King Tide)Profile DT731 to DT261 FIGURE 3-22B �:��r„t� �+�: �;ea �t' ,n�' ;. "� �N3'��..�..,,�'C"'��,r:<C r" r 3-s�<� t`��.-:� � ts' "'` --v�s, as,``�'as�.� .:,� oil Il;#VsY4� 3x�"ve.,/�✓^r tu` a r� �� � ' INua22 Ml30S ��xs�` � � ss�,..� • `nom s `��;. t" � ���r�` 734. s 2» will ^,: '.',L�`�-..... ELEV PLAN ELEV 10 — --—___ EG AT BEACH RD CL w 10 9 ' _ _ _3 SEE FIGURE 4-2 � - _ 3 L R 6 _ z 7 I 3'COVER 6 ( (N)12'SDFM I 6 5 /// 3 SEA WALL FOUNDATION5 d; 3 PUMP DISCHARGE ELEVATION TO BE DETERMINED 15*SO -- - 2 _ f 1I OVERFLOW I� 0+00 1+00 2-00 3.00 440 540 6100 PROFILE 6 40' 80' PLAN TOWN OF TIBURON – - NORTH BEACH ROAD DRAINAGE IMPROVEMENTS SITE PLAN PROPOSED PROJECT "' FIGURE 4.1 54 20 41 MINK TOP OF SEA TOP OF WALL ELEV-I0.66- SEA WALL , ELEV=10.07 TOE OFMilo �. L� 5 67 TOP OF SEA PROPOSED WALL ELEV=11.26 12"SDFM4Mr DISCHARGE TOE OF SEA WALL ELEV=6.66 { _ . ff 5 � V KING TIDE ELEV=7.70 MHHW ELEV=6.57 TOE O WALL EL t �� �k t� NOT TO SCALE FLAN Project TOWN OF TIBURON NORTH BEACH ROAD DRAINAGE IMPROVEMENTS him Title PROPOSED SDFM PENETRATION AT SEA WALL GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com Project No. 11152079 FIGURE 4-2 Reuse of Documents Project SC This document and the ideas and designs incorporated herein, as an Manager instrument of professional service,is the property of GHD and shall not Date APRIL 2018 be reused in whole or in part for any other project without GHD's written authorization.©2018 GHD Drawn CB Sheet No. 1 of 1 j (N)12"SDFM(445 LF) (N)VALVE BOX (N)WET WELL WITH 3 SW PUMPS (N)ELECTRICAL SERVICE t4 4 s E �t 1 j ai .t ,..,.. y w . Q - ray �£ vown IN (E)DT 683 (N)15"SD OVERFLOW s �f NOT TO SCALE PLAN Project TOWN OF TIBURON NORTH BEACH ROAD DRAINAGE IMPROVEMENTS l Title PROPOSED ELECTRICAL SERVICE LOCATION GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com Project No. 11152079 FIGURE 4-3 Reuse of Documents Project SC This document and the ideas and designs incorporated herein, as an Manager instrument of professional service,is the property of GHD and shall not Date APRIL 2018 be reused in whole or in part for any other project without GHD's written authorization.©2018 GHD Drawn CB Sheet No. 1 of 1 �E fi-� z ��� � �� xc�� s.x � � �� � �� � � � s -:� r; a x /"'� �,, �. x r•, r�'s3 �� '-�.'_'---- '�`�,��' � ,� ak4s '" "�`-��'.ar's; " se..�� "c.'� �e� � '� ���.�y a r•.� '� � :.� w 3i t 511, OPTI 41, .�_,. 0 40' 80' SCALE: 1°=40' PLAN Project TOWN OF TIBURON NORTH BEACH ROAD DRAINAGE IMPROVEMENTS Title FLAP GATE STRUCTURE SITE PLAN GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA r� T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com Project No. 11152079 FIGURE 6-1 Reuse of Documents Project SC This document and the ideas and designs incorporated herein, as an Manager instrument of professional service,is the property of GHD and shall not Date APRIL 2018 be reused in whole or in part for any other project without GHD's written authorization.©2018 GHD Drawn CB Sheet No. 1 of 1 8'-0" B (E) ..., _ 48"0 SD DUAL HINGES PIPE A FLAP GATE A o L— I — (E) } �J 80 48 0 SD PIPE 8"TYP. FLAP GATE B STRUCTURE PLAN FLAP GATE STRUCTURE FLAP GATE STRUCTURE N � i DUAL HINGES FLAP GATE FLAP GATE - 0 (E) (E) o 48"0 5.. 48" 0 SID SID PIPE PIPE 8"TYP. (E)48" 0 SD PIPE N ' N SECTION A-A SECTION B-B SCALE: 1"=4' Project TOWN OF TIBURON BEACH ROAD DRAINAGE IMPROVEMENTS Title FLAP GATE CONCEPTUAL DESIGN GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 5231010 F 1 707 527 8679 W www.ghd.com Project No. 11152079 FIGURE 6-2 Reuse of Documents Project SC This document and the ideas and designs incorporated herein, as an Manager instrument of professional service,is the property of GHD and shall not Date APRIL 2018 be reused in whole or in part for any other project without GHD's written authorization.©2018 GHD Drawn CB Sheet No. 1 of 1 Draft Document--For Discussion Only-Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 Draft DOCUrnent--For Discussion Only- Final Version May Differ f=rom Draft GHD Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 This page intentionally left blank Draft Document--For Discussion Only-Final Version May Differ f=rom Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 Appendix A - CCTV Inspection Report Draft Document—For Discussion Only--Final Version May Differ F=rom Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 2017 CCTV Review Summary,Beach Road Tiburon,CA(Miksis) CCTV Nomenclature City of Tiburon Nomenclature Inspection Length Size Location Material No. Upstream MH Downstream MH Upstream MH Downstream MH (ft) (in) 1 Beach Road DI 2 DI 1 DT 735 DT 731 41.4 8 PVC 2 Beach Road DI 3 DI 2 NA DT 735 35.0 8 PVC 3 Beach Road DI 3 MH 1 NA DT 260 120.2 15 Concrete 4 Beach Road MH 1 DI 4 DT 734 DT 732 18.8 15 Concrete 5 Beach Road MH 1 DI 5 DT 734 DT 734 17.4 15 Concrete 6 Beach Road MH 2 DI 6 DT 683 DT 733 34.0 15 Concrete 7 Beach Road DI 8 DI 7 NA NA 34.7 12 CMP 8 Beach Road MH 1 MH 2 DT 734 DT 683 114.5 15 Concrete This page intentionally left blank Draft Doannent—For Discussion Only--Final Version May Differ Frorn Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 blow Appendix B — Hydraulic Analysis Draft Document—For Discussion Only—Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 4/12/2018 Precipitation Frequency Data Server NOAA Atlas 14,Volume 6,Version 2 Location name:Belvedere Tiburon,California, USA` Latitude:37.875°,Longitude:-122.459° , Elevation:7.22 ft" 5a�"a 10 "source:ESRI Maps v ;. :�.r "source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pence,Sarah Dietz,Sarah Heim,Lillian Hiner,Kazungu Maitaria,Deborah Martin,Sandra Pavlovic,Ishani Roy,Carl Trypaluk,Dale Unruh,Fenglin Yen,Michael Yekta,Tan Zhao,Geoffrey Bonnin,Daniel Brewer,Li-Chuan Chen,Tye Parzybok,John Yarchoan - NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDQ based point precipitation frequency estimates with 90%confidence intervals (Ire rn^ s)1 i_ ... •- Average recurrence interval(years) ��.. _._ Duration _.__I JL..__._..`._..... Il..._ ._. ! 10__ ___..25 ._._ .._.._50.___ 100�� 200 _� __500_.__ __._1000_..J 0.156 0.195 0.249 0.295 0.360 0.414 0.471 0.533 0.621 0.693 5-min (0.139-0.177) (0.174-0.221) (0 221-0.283) (0.259 0.339) (0.304-0.432) (0.340-0.509) (0.376-0.596);(0.411-0.697) (0.456-0.854) (0.489.0.993) F 0.224 0.280 0.356 0.422 _ 0.517 0.593 0.675 0.764 0 890�J 0.9 4 _ _ __ __ _ 10-min (0.200-0.254) (0.249 0.317)1(0.316-0.406)11(0.371-0.486) (0 436-0.619)11(0.488-0.729)1(0 539 0 854) (0 589 0 999)) (0 654-1 22) (0.701-1.42) �� - ____ __ . __ _ �_ __ c : __: __ : _ c - I[15-min 0.271 0.338 0.431 0.511 0.625 0.718 0.817 0.923 1.08 1.20 (0.242-0.307) (0.301-0.384) (0,382 0^491) (0.448-0.587)11(0..527-0.748)11(0.590-0.882)11(0.652-1.03) (0.713-1_21) (0.791-1.48) (0.848-1.72) 30 min 0.380 Of_"_Vin".7 nl`CnA ir'...._'_"<9 (0 339 0 431)I(0 422 0 538)I(0 536 0 688) (0 628 0 823) (0 738 1 05) (0 827 1 24) (0 913 1 45) (0 999-1 69) (1-11-207) i (1.19-2.41) I�. __IL...._..-- L ..._._.�L. .. �_µ, ..__....�. ._...._I_.__...._._I�.__..__. _.,1 _. .-...I L_. _ ..___......1 0.538 0.671 0.854 1.01 rI"' 1.24 1.42 1.62 r 1.83 I'""'''2.13 I'�'' 2.38 F60-min ) I (1.04-1.48) (1 17 1.75) (1 29-2.05) IIf(1 41 2 40) (IIIII (1 57 2 93) illffI (1 68 3.41) (0.479.0.609),[0_597-0.761(0.758.0.973) (0.889-1.16 Il._-.- _.il__..____:.___-_,L_.._:_._....'._.__._.I_._._ 0 785 0 975 1 24 1 47m 1.80 2.06 2.35 2.66 3.11 3.48 -2 , P-.7-0 0.890) (0 867 1 11) (1 10 1 41) (1.29-1.69) (1.51-2.15) (1.70-2.54) (1.88-2.98) (2.06-3 49) ] (2 29-4.28) (2.46.4.99) 1C �� _ _� �C _ _ M _� ._ _ 3-hr u.aaa �.z3 1.56 1.85 2.26 2.60 2.97 3.36 3.93 4.40 (0.886-1.13) (1.10-1.40) (1.39-1.78) (1.62.2.13) (1.91-2.71) (2.14-3.20) (2 37-3 75) (2.60-4.40) (2 89 5 41) (3.11-6.31) I 1.42 1.77 2.24 2 65 J 3 24 3 72 4 23 4,79 5.59 6.25 6-hr (1.27-1.61) (1.57.2.00) (1.99-2.55) (2.33-3.05) (2.73-3.88) (3.06-45. 7) (3.38-5.35) ! (3 70 6.27) (4.11-7.69) j (4.41-8.95) 1 92 2 41 _3 08 3 66 4 48 5 14 5 84 59 7 66 8 52 12 hr 1.71-2.17) (2 14 2.73) (2.74-3.51) (3.21-4.21) (3 78-5 37) (4.23-6.32)_ (4 66 7 39) ! (5 0!9-8,62) (5.62-10.5) (6.01-12.2) -- - m _ _ C_ _____ fa[ �� _ __._t- C- ___ _ __aC - _i 2.54 3.24 418 4.98 6 11 7 01 7.96 8.97 10.4 11.6 (2.29-2.88)1I (2.91-3.67) t(3.76-4.76) (4�44.5.71�) (5.28-7.2i) (5.95-$A4j (6.61.9.79)-------- (726_1113).��(8.1013.6) ! ($.72-15.6) F��j ........___ _-..---_..__._-.___.I._.-..__....._--..._.I �_ _ _---_...-----.I--------------- 4.0 �- 2-day 3.19 4.05 5.21 6.19 7.57 8.67 9.83 i�11.1 12.8 14.2 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37,8750&Ion=-122.4590&data=depth&units=english&series=pds 116 4/12/2018 Precipitation Frequency Data Server (2.88-3.62) (3.64-4.59) (4.68-5.92) (5.51-7.09) (6.55-8.93) (7.36-10.4) (8.16-12.1) (8.95-14.0) (9.97-16.8) (10.7.19.2) I i � _�__. >�i � _- -- _ __ ------_-- - i--._.__..._ 3.78 4.78 6.12 7.26 8.86 10.1 11.5 12.9 14.9 16.5 3-day (3.41-4.29) 11 (4.30-5.42) (5.50-6.96) 11 (6.47-8.31) (7.66-10.5) (8.60-12.2) (9.52-14.1) (10.4-16.3) 1 (11.6-19.5) (12.5-22.4) � 4 22 5 33 6.83 8.08 9.85 11.3 12.7 14.3 16 5 18.3 l _.._ (11.6- -- 18.0) (12.8-21.6) (13.8-24.7)_ 4 day ..._ ..._ (8.51-11.6)_.121 �I 13 8 5)_ ).�_(10.6-15.6). .,._.__,1_..� _ � _.. .._.__ __ (3.81-4.79) (4.79-6.04) (6.13-7.76)__j[_(7.20-9.26) 5.216.59 8.44 9.98 15.5 17.4 19.9 22.0 7-day (4.69-5.-907) 115-.93-7.47) (7.57 9.59) (8.89.11 4) (10 5-14.3) (11 7 16.6) (12 9 19.1) jF14 1 21 9) (15 5-26.1) i[(16.6-29.7) [10-day 6.17 7.83 10.0 11.8 14.3 16.3 18.3 20.3 23.2 25.4 (5.56-6.99) (7:05-8.88) (9.01-11.4) (10.6-13.6) (12.4-16.9) (13.8-19.6) (15.1-22.4) (16.4-25.6) (18.1 30.4) I (19.2-34.4) n20-day T76 9.95 12.8 15 0 18.0 20.3 22 6 24.9 27.9 30.2 (6.99.8.79) (8.95-11.3) (11.5,14:5) (13 4 17 2) i (15.6-21.3) (17.2-24.4) (18 7 27.7) (20.1-31.4) 1 (21.7-36.6) 11 (22.8-40.9) 9.37 12 1 15.4 18.1 21 6 24.2 26.7 29.2 7 32 5 36.0 30-day j (8 44-10.6) (10.8-13 7) (13.9-17.5) (16.1-20.7) (18 7 25.5) (20.5-29+1) , (22 2 32.8) , (23.6-36.9) (25,3-42.6) (26.4-47.3)j 45-day 11.7 15.1 19.2 22.4 26.4 29.4 322 35.0 6 41 2 y (10.6-13.3),11_(13.5-17.1) (17.2 21.8) (19.9-25.6) (22.9-31.2) (24.9-35.4) (26 8 39 7) (28.3-44 2) (3031%0.6) ! (31.1-55.7) 14.1 18.1 22.9 26.6 31.2 34.5 37.6 40.7 44.5 47.2 60-day (12 7-16.0) (16.3-20.5) (20.6-26.0) (23.7-30.4) (27.0-36.8) (29.3-41.5) (31.2-46.3) (32.9-51.3) (34.7-58.3) (35.7-63.9) icar _ _ Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. ..........------- - - --- -... -- - ... - ...... _.._...._........-._.. _....._..-------- ------ - Back to Top PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 37.87501,longitude:-122.45901 50 AvRrago recufrenco, J� tntErva) 40 ! iyea s) 0 / 2 30 c - �0 p .f_> . / 5 20 50 ff / 100 N https:/Ihdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.8750&Ion=-122.4590&data=depth&units=english&series=pds 2/6 4/12/2018 Precipitation Frequency Data Server 200 600 10 3660 - �_ M a > a > M > > E E c A A b -17 3F ry a '0 c -0 'a _0 ro -0,0 r. d o 6 tA Duration 50 40 ...... .:....................:........ ...... ......__..:..—s-- c _ Duration CL 30 2-day c 30-fnin ... 3-day q y 16--ruin 4-day 20 . — Jt-rnln — 7-day —' — CiC thin --- 1a-tfay _ _... 2-nr -- 20-cia'y 10 - -- a U u._._ — 3-hr — 30-day 6-Ar ,.,.� 45-Clay 0 - - _ _,. 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval(years) NOAA Atlas 14,Volume 6,Version 2 Created(GMT):Thu Apr 12 20:16:04 2018 Back to Top Maps &aeriais Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.html?lat=37.8750&Ion=-122.4590&data=depth&units=english&series=pds 3/6 4/12/2018 Precipitation Frequency Data Server J€ trawberry PSilr1# F% a Neon �eiv+e�iere Marini ity' r ANG L Urn --------------- 2mi Large scale terrain I d t a i - t Ir € fi � r sank�b�a� � � acramen�o F.�atrfi�sl �, ncxfrti� : Anxteeh $ttatkts+n -San Franc�SC itv �nc re Y P�a��erazn¢ua�t Fi �1�� 100km .. _. -10 1 Sal i s o- Large scale map https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.8750&Ion=-122.4590&data=depth&units=english&series=pds 4/6 4/12/2018 Precipitation Frequency Data Server "'t�lICY�CI1CntC! San to Rota Nada ;oVaanvill& i-Fatrlf alct�� �COncard ,Antloctl "�Stoektan rrrrrrr C satl Franciaae4, Livem,t 6 e II Modesto si Frsmnpt:; san Jose ..�.. 1 100km \ GOmi Salinas .. r= Large scale aerial 100km 3 r 80mi Back to Top https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?la1=37.8750&Ion=-122.4590&data=depth&units=english&series=pds .5/6 3 Soil Map—Marin County,California R � 543700 544400 545100 545900 54&500 54720D 547900 54M 599300 550070 550700 3F 5424N I 7 I �.' r, I I I I I it 54'24'i9 a 4 ZT s. e 37°51'WN 37°51'S4"N 543700 544400 545100 515000 546500 547200 547900 548530 5493M 6.50000 550707 3 3 Map Scale:1:32,600 if panted on A landscape(11"x83')sheet. Metes N 0 450 900 1800 2700 Feet 0 16W 3000 6000 9000 Map pmjedion:Web We for Corner mordinate5:WG584 Edge tics:UrM Zone 10N WG584 j/gpq Natural Resources Web Soil Survey 4/27/2018 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Marin County,California MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your A01 were mapped at Area of Interest(AOI) Ston Spot 1:24,000. Y soils Please rely on the bar scale on each map sheet for map .r,wg. Very Stony Spot Soil Map Unit Polygons -� measurements. P� Soil Map Unit lines Wet Spot Source of Ma Natural Resources Conservation Service , - Other Web Soil Survey URL: Soil Map Unit Points ACoordinate System: Web Mercator(EPSG:3857) Special Line Features Special Point Features Maps from the Web Soil Survey are based on the Web Mercator LI) Blowout Water Features projection,which preserves direction and shape but distorts to Streams and Canals distance and area.A projection that preserves area,such as the Borrow Pit Albers equal-area conic projection,should be used if more ClaySot TransportationAlbers accurate calculations of distance or area are required. Closed Depression This product is generated from the USDA-NRCS certified data as -o Interstate Highways of the version date(s)listed below. Gravel Pit _4 US Routes Soil Survey Area: Marin County,California Gravelly Spot Major Roads Survey Area Data: Version 11,Sep 14,2017 Landfill Local Roads Soil map units are labeled(as space allows)for reap scales Lava Flow 1:50,000 or larger. 3?} Background ;,, Marsh or swamp Aerial Photography Date(s)aerial images were photographed: Dec 31,2009—Mar 16,2017 fig, Mine or Quarry The orthophoto or other base map on which the soil lines were x' Miscellaneous Water compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor f�5 Perennial Water shifting of map unit boundaries may be evident. Rock Outcrop _., Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip r Sodic Spot tigpA Natural Resources Web Soil Survey 4/27/2018 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Marin County,California Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1 129 Henneke stony clay loam, 15 435.51 9.3% to 50 percent slopes 142 Los Osos-Bonnydoon 368.2 7.9% complex,30 to 50 percent slopes 1 144 Los Osos-Urban land- 103.51 2.2% Bonnydoon complex,30 to 50 percent slopes 165 Saurin Urban land-Bonnydoon 89.4 1.9% complex, 15 to 30 percent slopes 176 Tamalpais-Barnabe variant 46.5 1.0% very gravelly loams,30 to 50 percent slopes 180 Tocaloma-McMullin complex, 600.2 12.9% 50 to 75 slopes 182 Tocaloma-McMullin-Urban land 164.2 3.5% complex,30 to 50 percent slopes 184 Tocaloma-Saurin association, 100.0 2.1% very steep 203 Xerorthents,fill 88.4 1.9% 204 Xerorthents-Urban land 203.7 4.4% complex,0 to 9 percent slopes 210 Water 2,463.8 52.8% Totals for Area of Interest 4,663.51 100.0% USL)A Natural Resources Web Soil Survey 4/27/2018 Conservation Service National Cooperative Soil Survey Page 3 of 3 Table 2-1-Subcatchments:10-Year Storm Peak Flow Subcatchment Outlet Area Slope CN Total Infiltration Total Runoff Depth Total Runoff Volume Peak Runoff ID Point (acre) (%) (inch) (inch) (mg) Discharge(cfs) 1 DT107 2.07770 25.59 86.60 0.35 4.57 0.26 2.35 2 DT109 4.77760 44.74 71.40 1.55 3.36 0.44 3.81 3 DT98 2.45450 52.81 61.90 2.62 2.28 0.15 1.25 4 DT478 0.88220 9.60 94.20 0.05 4.88 0.12 1.06 5 DT99 2.64740 21.09 82.80 0.59 4.34 0.31 2.82 6 DT26 3.57060 35.34 82.80 0.59 4.34 0.42 3.80 7 DT479 1.11590 9.44 96.10 0.02 4.91 0.15 1.35 8 DT478 0.62300 10.99 94.20 0.05 4.88 0.08 0.75 9 DT718 1.26630 9.22 97.24 0.01 4.93 0.17 1.53 10 DT731 1.76860 8.85 96.10 0.02 4.92 0.24 2.13 11 DT717 2.40620 8.65 97.24 0.01 4.92 0.32 2.90 12 DT480 1.03130 11.32 97.24 0.01 4.93 0.14 1.25 13 DT720 2.39620 8.19 97.24 0.01 4.92 0.32 2.89 14 DT96 0.33340 8.85 97.62 0.00 4.94 0.04 0.40 15 DT733 0.26380 10.11 97.24 0.01 4.93 0.04 0.32 16 DT732 0.07900 7.44 97.62 0.00 4.94 0.01 0.10 17 DT261 0.08010 6.72 97.62 0.00 4.94 0.01 0.10 18 DT23 0.19680 10.99 97.24 0.01 4.93 0.03 0.24 19 DT734 0.56850 6.60 97.24 0.01 4.93 0.08 0.69 20 DT683 0.31040 7.49 97.62 0.00 4.93 0.04 0.38 21 DT740 0.28800 8.47 97.24 0.01 4.93 0.04 0.35 22 DT262 1 0.10600 8.68 97.62 0.00 4.94 0.01 0.13 23 DT25 0.62230 10.44 97.24 0.01 4.93 0.08 0.75 24 DT97 1.21630 9.98 97.24 0.01 4.93 0.16 1.47 25 DT641 0.13710 10.13 97.62 0.00 4.93 0.02 0.17 26 DT94 1.16400 9.97 97.24 0.01 4.93 0.1G 1.41 27 DT739 0.47520 11.60 97.24 0.01 4.93 0.06 0.57 28 DT740 0.09600 10.44 97.24 0.01 4.93 0.01 0.12 29 DT743 0.09880 8.29 97.24 0.01 4.93 0.01 0.12 30 DT742 0.28540 6.97 97.62 0.00 4.94 0.04 0.34 31 DT755 2.06040 12.52 97.24 0.01 4.93 0.28 2.49 32 DT641 0.36090 11.95 97.24 0.01 4.93 0.05 0.44 33 DT642 0.39840 8.25 97.24 0.01 4.93 0.05 0.48 34 DT681 0.36030 6.87 97.24 0.01 4.93 0.05 0.44 35 DT95 0.66810 6.21 97.24 0.01 4.93 0.09 0.81 36 DT485 0.34130 10.09 96.10 0.02 4.92 0.05 0.41 37 DT653 0.22690 8.08 97.24 0.01 4.93 0.03 0.27 38 DT646 0.32930 8.16 97.24 0.01 4.93 0.04 0.40 39 DT643 0.11690 8.93 96.10 0.02 4.92 0.02 0.14 40 DT754 1.06370 7.60 97.24 0.01 4.92 0.14 1.28 41 DT656 0.38290 9.64 97.24 0.01 4.93 0.05 0.46 42 DT645 0.06240 10:17 97.24 n,01 4.94 0•nl n n8 43 DT93 0.92050 9.66 97.24 0.01 4.93 0.12 1.11 44 DT266 0.05570 8.18 97.62 0.00 4.94 0.01 0.07 45 DT656 0.06040 8.35 97.24 0.01 4.93 0.01 0.07 46 DT268 0.21730 11.08 79.00 0.87 4.06 0.02 0.22 47 DT657 0.10160 9.41 79.00 0.87 4.06 0.01 0.10 48 DT652 0.02030 8.80 97.24 0:01 4:94 0:00 0.02 49 DT745 0.18390 12.56 79.00 0.87 4.06 0.02 0.18 50 DT495 0.04750 8.83 97.24 0.01 4.93 0.01 0.06 51 DT657 0.03550 8.30 97.24 0.01 4.93 0.00 0.04 52 DT654 0.03170 7.36 97.24 0.01 4.93 0.00 0.04 53 DT655 0.26390 8.05 97.24 0.01 4.93 0.04 0.32 54 DT521 0.21580 7.47 97.62 0.00 4.94 0.03 0.26 55 DT93 0.12340 7.01 97.62 0.00 4.93 0.02 0.15 56 DT753 0.13820 6.98 97.24 0.01 4.93 0.02 0.17 57 DT496 0.03170 8.10 97.24 0.01 4.93 0.00 0.04 58 DT524 0.29540 7.29 97.24 0.01 4.93 0.04 0.36 59 DT522 0.92010 7.40 79.00 0.87 4.06 0.10 0.92 60 DT659 0.09750 10.42 97.62 0.00 4.94 0.01 0.12 61 DT267 0.03420 8.81 97.62 0.00 4.94 0.00 0.04 62 DT658 0.26620 9.43 97.24 0.01 4.93 0.04 0.32 63 DT716 0.99340 10.00 92.30 0.11 4.83 0.13 1.18 64 DT662 0.78180 8.03 97.24 0.01 4.93 0.10 0.94 Table 2-2-Conduits:Base Condition(85th Percentile Tide)Results Label Inlet Node Outlet Node length(ft) Roughness Diameter Slope(ft/ft) Max.Flow Max.Velocity (Mannings n) (inch) (cfs) NO 720-719 DT720 DT719 70.28000 0.015 15 0.00128 2.64 2.15 719-480 DT719 DT480 164.00000 0.015 21 0.00207 4.15 3.03 480-23 DT480 DT23 118.99000 0.027 21 0.01967 5.30 2.21 97-25 DT97 DT25 46.07000 0.015 12 0.02041 1.47 1.88 25-23 DT25 DT23 48.70000 0.015 12 0.05264 1 2.22 2.83 23-261 DT23 DT261 68.85300 0.015 24 -0.00941 5.99 1.91 731-735 DT731 DT735 38.21800 0.015 8 0.00008 0.87 2.50 735-260 DT735 DT260 146.85500 0.015 8 0.01028 0.66 2.06 260-683 DT260 DT683 105.19800 0.015 12 0.00157 1.95 2.74 683-261 DT683 DT261 31.99400 0.015 15 0.03506 4.27 3.52 734-260 DT734 DT260 19.68600 0.015 1 15 -0.03466 2.37 1.93 96-732 DT96 DT732 33.00000 0.015 12 0.00061 1 0.40 0.76 732-260 DT732 DT260 22.86000 0.015 12 -0.00219 0.50 0.63 733-683 DT733 DT683 38.03400 0.015 12 0.02680 0.32 0.98 261-262 DT261 DT262 46.89600 0.015 24 0.05088 7.77 2.47 262-263 DT262 DT263 108.17700 0.015 42 -0.01611 7.64 0.79 739-263 DT739 DT263 39.15800 0.015 15 0.05709 0.58 1 2.28 740-263 DT740 DT263 32.96100 0.015 15 0.04763 0.47 1.97 263-264 DT263 DT264 157.71300 0.015 42 0.00234 6.65 1.21 641-743 DT641 DT743 40.16000 0.015 12 0.00747 0.60 2.34 743-264 DT743 DT264 1 29.80300 0.015 15 0.11210 0.74 1.38 94-742 DT94 DT742 33.00000 0.015 12 0.00091 1.41 2.13 742-642 DT742 DT642 140.00000 0.015 12 0.00950 1.29 3.13 642-264 DT642 DT264 30.15100 0.015 1 15 0.13327 1.74 2.89 264-682 DT264 DT682 78.22600 0.015 42 0.00938 5.81 0.60 681-682 DT681 DT682 61.19000 0.015 15 0.09425 0.48 1.25 682-643 DT682 DT643 64.01800 0.015 42 -0.01422 5.98 0.66 485-643 DT485 DT643 33.46100 0.015 15 0.11010 0.51 2.07 643-644 DT643 DT644 114.38500 0.015 42 0.00243 6.20 0.66 644-645 DT644 DT645 1 23.83200 0.015 42 -0.01737 29.20 1 3.03 646-645 DT646 DT645 32.31600 0.015 15 0.03803 1.47 1.69 645-652 DT645 DT652 83.55400 0.015 42 -0.00594 9.31 0.99 652-495 DT652 DT495 27.55400 0.015 42 -0.00247 6.42 1.12 653-495 DT653 DT495 32.27400 0.015 15 0.05732 0.83 1.30 495-654 DT495 DT654 100.48900 0.015 42 0.00000 6.60 1.21 655-654 DT655 DT654 44.29000 0.015 15 0.07092 0.40 1.80 654-496 DT654 DT496 64.40100 0.015 42 0.00421 6.80 1.15 745-267 DT745 DT267 33.00000 0.015 15 0.05402 0.18 0.72 95-266 DT95 DT266 13.56800 0.015 12 0.06796 0.98 3.27 266-656 DT266 DT656 67.29400 0.015 18 0.01253 0.88 0.94 656-268 DT656 DT268 41.77200 0.015 18 1 -0.00105 1.42 1.33 267-496 DT267 DT496 39.33400 0.015 18 -0.00201 1 2.01 1.14 521-496 DT521 DT496 45.52800 0.015 15 0.07985 0.38 1.53 496-659 DT496 DT658 175.78900 0.015 42 0.00215 7.71 1.07 522-658 DT522 DT658 105.70300 0.015 18 0.02211 0.92 1.05 755-93 DT755 DT93 100.00700 0.015 12 0.00980 2.49 4.30 93-754 DT93 DT754 53.85600 0.015 12 0.02890 3.75 5.36 753-754 DT753 DT754 33.00000 0.015 8 0.00030 0.17 0.78 754-659 DT754 DT659 110.00000 0.015 12 0.00500 0.37 1 0.73 659-524 DT659 DT524 33.00000 0.015 12 0.00879 0.34 1.19 524-658 DT524 DT658 53.51600 0.015 24 0.07663 0.53 0.77 658-662 DT658 DT662 152.81400 0.015 48 -0.00943 8.40 1.75 268-657 DT268 DT657 77.34900 0.015 18 0.01504 1.64 1.92 657-745 DT657 DT267 86.69600 0.015 18 0.00614 1.78 1.01 719-718 DT719 DT718 268.56000 0.015 24 0.00160 6.70 2.16 718-479 DT718 DT479 208.63000 0.015 27 0.00153 2.38 0.60 479-478 DT479 DT478 218.89000 0.015 27 0.00151 2.01 0.54 478-27 DT478 DT27 33.00000 0.015 27 0.00152 2.41 0.61 27-99 DT27 DT99 60.20000 0.015 12 0.00199 5.08 6.98 99-345 DT99 DT345 520.00000 0.035 24 0.00701 10.01 1.60 345-107 DT345 DT107 133.42700 0.015 30 0.00187 12.87 4.44 26-27 DT26 DT27 132.37000 0.015 15 0.01012 3.39 2.77 716-479 DT716 DT479 66.19000 0.015 15 0.01390 1.18 1.57 717-718 DT717 DT718 60.12000 0.015 15 0.00998 2.85 2.32 109-98 DT109 DT98 100.00000 0.027 12 0.21147 3.81 12.69 98-345 DT98 DT345 106.00000 0.035 NA 0.30901 5.02 1.09 Cl DT662 OF-4 1 163.20700 0.015 1 48 0.01588 9.16 5.42 Table 2-3-!unctions: Base Condition (85th Percentile Tide) Results Label Invert Rim Elevation Max. HGL Elevation(ft) (ft) (ft) DT109 52.979 55.979 53.540 DT23 1.285 6.095 6.090 DT25 4.996 6.996 6.400 DT26 4.454 7.634 7.630 DT260 3.219 6.569 5.620 DT261 1.933 6.663 6.170 DT262 -0.450 7.483 6.250 DT263 1.293 6.993 6.250 DT264 0.924 7.624 6.280 DT266 3.944 6.344 6.340 DT267 1.450 7.390 6.360 DT268 3.145 6.945 6.370 DT27 3.936 8.036 7.180 DT345 1.000 24.466 2.950 DT478 3.662 8.312 7.190 DT479 4.356 7.856 7.190 DT480 2.853 7.453 6.700 DT485 4.762 8.052 6.300 DT495 1.800 7.774 6.340 DT496 1.529 8.129 6.350 DT521 5.153 8.083 6.330 DT522 3.487 8.987 6.370 DT524 1 5.240 8.280 1 6.360 DT641 4.442 7.582 6.300 DT642 4.907 7.267 6.300 DT643 1.100 7.655 6.290 DT644 0.822 7.272 6.310 DT645 1.236 6.936 6.330 D T 646 2.4464 6.264 6.260 DT652 1.732 7.432 6.360 DT653 3.647 7.117 6.340 DT654 1.800 8.095 6.340 DT655 4.933 7.593 6.340 DT656 3.101 6,901 6.370 DT657 1.982 7.122 6.360 DT658 1.151 9.241 6.360 D T 659 6.117 7.817 6.340 DT662 2.592 10.792 6.350 DT681 5.932 7.632 6.290 DT682 0.190 7.904 6.280 DT683 3.054 6.554 6.050 DT716 4.871 7.321 7.220 DT717 4.871 7.351 7.350 DT718 3.691 7.371 7.170 DT719 5.030 7.710 6.860 Invert Rim Elevation Max. HGL Label Elevation(ft) (ft) (ft) DT720 4.567 6.677 6.680 DT731 4.731 6.031 6.030 DT732 3.169 6.169 5.640 DT733 4.073 6.253 6.050 DT734 2.537 5.537 5.540 DT735 4.728 5.728 5.730 DT739 3.525 6.405 6.260 DT740 2.861 6.571 6.260 DT742 5.358 6.388 6.390 DT743 4.244 7.524 6.280 DT745 3.090 6.570 6.360 DT753 6.541 7.541 6.660 DT754 4.716 5.716 5.720 DT755 7.252 8.252 7.970 DT93 6.272 7.462 6.940 DT94 5.596 6.596 6.460 DT95 4.864 7.314 6.400 DT96 3.491 6.491 5.630 DT97 4.927 7.327 6.520 DT98 32.295 38.295 32.540 DT99 4.646 9.316 5.400 This page intentionally left blank Draft Document—For Discussion Only—Final Version May Differ Frorrr Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 Appendix C — Flap Gate Manufacturer's Product Cut Sheet Draft IDocument,_For Discussion Only—f=inal Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 ',„ � ,r Row i �Z :opxtmtxeofRocess RgsuLxs Featuring if.ladumhy'a Moat Advanced and Fully p timlxed 0 z IN Adi Options melTeeh, ■ h 1 t d-SI not T ch 1 Jy Set 1 T 1 1 ■-et h R gi lot N`Restn Dooit 1 1 rn Ii ay And uhral II 1 n �K '', PI I h R S T � D I 1 Sy.nn.. AohMook Bimon•Hertley Aldo Provides a ComprOhenslvo Mdo of Fully Optlmixad NAuipmeat and Bind add m mdmgc til OPTIMUM r± A 1 Be,,,., d E nl la 1 1 gBi dA 1t Pnn FORMANCa ., i cl.eni $ TrY file CQtiSWW6 Gybcr•Space Owtiolt Aro kern.slee 1rN ■ L I 7$I d S p 1 T.ahnologtes h 7 t yflll TI � aPa RATIN D Inb 1 Fw mote Informutlent r„ RepdR.t G.. tyS I Vsitons,ths al ;c C t $ k „.. ,.v.nv as h coin . LQ 111 1 d 6 , in North America.— .� High PI( ' $.lt 'll..P—we Cu.tsct Ashb„ak S`-n4kftla, al 600 362 9011 1 S High l c coin k a� A I d C t(g Tochs,d Oles f'av 261 149 t321 11 f ■ D ( f Adds 11600 EAst Ha,dy + �! S I t k. d t Houston TX 770931096 Un V 1 t In bVr.p.,Asia,rad the African— Pat 1 d Digestion to e0deva Cud A 6 t ds Conl t A hb k Simon Hartley Ltd. & al i4t(0)l78 76650 Po.6q 1 1 on n1 F c-11(0)1762 260534 'a.. w' has d to ey loan ®. Blfl SI 1 d G 1 C 11 1 n Lym 1 I 6 Peak A El-W-1C 1 1 &A 1 clad Nmv -6 I. IYmo SY I (PLC snd SCADA) Smllaedshne ■ Geaand Wntg[Conlammauon S'f596H UK R I t in Boum Arvada— �� 4 Y J.)A A, $ , ■ Ind III No—e Wa 1 t Contncl Ashbaook Chip S.A. Treat 1 of t 56(2)221 7656 9 f",Y 3Y Ad Sd FI C 1 I T F I grey FAx .56(21 224 9523 I V GI.1s s dW Gt eAoida KennedyFI p (Rigid nd Flmbl) 1no,O,o.to, .ns501 5757 Stop L g d GaleComu...ado LaCo.des , B ht ale Dons—mg Sant iYo Chita pine Comprehensive installation services ,3 V AS WON As Optlmlxod Robull”, "'traits and Spare Parts. WaY M' 7 M.tl h N fkwl. St n'.m. fi � r y ra � Otnlir,'6k"PROCESS RESULTS ,� ��� ��e��.� „�'EPIlfrik2EO,A[pfaGESs RESULTS ON i, Coplast x products from AzhbrOok Simon Haruey are Flap Valves , the performance leader n flow control equipment. Coplastix Ilan valves are available for sizes 1"-24'in When used n the fabncat on of a number of products diameter and rectangular for w dths 20'and larger for nclucl"n9 Onice gates stop gates and logs,and flap f appl catw a where standard flap valves could,xper ence valves.Coplastx offers numerous advantages. a strong surf or back surge flee ble flap valves are asail- able. I •Coplast x s ghter,we gh ng as little as 20^/of l` able We ate the or y nal patent holder v:th over 20 Flap Val' mita,cast rou products.The friction coeff c enl of ye P" Ce' All flap valves can be in application,call,q for Coplastx is only 1040 of that of conventional metal discharge where prevent on of reverse flow back into the to met f TI t fact.,, nb ne to make r 't line ,ecessary.water works,sewage and nd ustnal Coplast p I t--ignif tly to operate effluent treatment discharge areas are but a few of the F' wally or they-,flue­ll,r,le s exp,,ve any pots bleappl cat ons for these valves Coplastx flap 1f1 ctuators valve enjoy a tuber of advantages over castiron... •All Coplastx products are tut ch ear er to install than •Lighter,ear a,to install cast iron Qu eter operat o,'inc"metal to metal contact is •Coplast x products are except anally water tight and > el mmated ext eed AW WA requ remen(s `'*3 Corros on free frames and o. „ •Coplast x products are corms'nn free and resistant •Door st dace does not supl rt marine growth hinto chem cats and Po'.. m products Flexible Flap Valv,s - •Ito gp5 e[tancl se ze and offer a,almost unlimited •Coplastx products feature smooth surfaces that Circular flap valves are constructed solely of Coplaztix i sirs[mar ne growth and are easily leaned � 7 nater alt and may bee the,wall mounted or pipe- ed pe- •Coplast xis extremely durable ' 3 not Itecianq ular flap valves enploy a Coplast x g •Coplastx products do not expenence problems ` dooiand frame of spec ally nnIled and coated steel related to thermal expansion k Flexible flap valve employ a spec ally developed ,!bberN •Coplastx products may be coni denlly used for ized Coplastix c 0 mpound for the door �:_ am6 ent temperatures ranging from 50°F to a180'F "'' ....... •Coplastix is totally unlike plastic or fiberglass,in Weirplates and Seumboards fact it is rated as Class I fire resistant 5- r"?s, Welrph ter and a u boards are em Played ,scum •Coplast x products are backed by decades of ::;; se Parat o,and weir edge applications in both circular dependable performance and rectangular settling tanks.Either can be manufa,- Fl,xihle flap Valve 1 u,ed to virtually any length,depth and Profile. Coplastx we'plztes are ava Mable with either a Coplaztix n real ty,,s a'system for product fab', �y slm ht ed iched t v sem c'adar r,c cation In a Coplast x des gn,a spec al»Iled carbon (ang9,lar or trapezo dal)for usenvhere fluctuations n steel n,a(r x,s ut zed to serve as a skeleton giving the flow rates are to 6e expecte A. `" product structural strength equal to that of cast won. Ove zed m c nting holes are provided to make The s o,ture is then encapsulated by specially for-sdal adjustment of the we rl ne simple and spatial COPla'hl ed synthetic composite Coplastx mater ab. elastomer s bonded to the wall side crooning a effective Coplastix Wei,Sluice Gate }'' eat with the wall,without the use of mast c Cleaning of Coplastix wei'plat es and scumb—oh,is made easy by their F..q smooth f n sh,algae res start surface(hose off) g Operating Equipment { ! p Ther,s a vane(y of operat ng,qu pm„(a'ailable to ary work w th Copl arts a ipm,nt,sluice gales n particular i� 1.k, Th s equipment uses spec al<orrouon res start Coplastix p.lyovf n in sten nuts,thrust washer,and guide brackets. 1"h s metered has a,_oe Hely low fr ct o,coefhc e,t, requ r ng no lubr cal on. I d-- operat ng equ perm[ca,be def red in the follow ng Driv.—Handwheel,Square Cap,Gearbox Actuator, ayy„y„R „amu, 3 r s P,eumalic Cylinder,Hydraulic Cylinder 1 M Op—ting Ecthip,neot Typic,,l a Mounting—Duet[On Pedestal D tett On,Pedestal yyy F' rn Cpl tis Wall- �4 Mounted ng Coping,Pedestal Overhung M tiny " k2 �'`✓x from Coping,or floor Box p - - Sluice Gate Coplastx Wei,Sluice G,te mounted over rcular holes Stem Material Stainless Steel Standard Stem Movement R s ng or Nonr s,g {3 w C{I-t ce gates can aha be equipped w i,on',- n' Sc R ti d” t A clear Indicator Tube or a Traveling Nut C{I'1 x product, covered by Iu I t table to dela I the pos,lmn of the door .x st ng and pending patents. at,glance,All'are'up pl ed as spec fed by the engineer . q� •, -aa Stopgates and Stoplogs Typical Fabrication of Coplastix Product Watertight Stoplogs •The stem nut is machined from solid Stoplogs from Ashbrook Simon-Hartley are particu- 9 ', e Coplastix material lady sl table n sihiat'm I -temporary he tfre ;, Im sermeable composite quem sol t f 1 I'. .. ,y Whether - .� a poste Coplashr located t1 1 I 'II.—Ited al the end of m tenal the chin A. 1 f y it I t tali means to 3 All Coplazt x contact facts are made ary we I l tl 'U little.ff t' n 11 ng Coplastix 1 stoplogs - be equipped with either eyebolts or SS from n omp'tt hie m�ter'als to pre hl.handl nc ror lar [ 1 '- ` vent stick tg anti se z ng pegsfor 'Y J gens o ogs »' _ __ u 1 I ft' beams are available Co I t � � -^'^�~��»�+ — -- - spec ally I yser will, pas ix ,..,,. ..,--.R.--------_.._. stoplogs a e cles'gned with the lower frame cross n. All interior areas are flooded sv th a ber placed flush with the cha Iel invert offer xl noen spec ally developed resin winch pro- 11111nct on to a smooth flow 1 his slim nates neff �. dt watertight seal along Al Cent Curb 1 i li I l 1 p. .. e3 a e C,pl,,itix t ping f ,itl 1 edges v a an exother n c react on dra—I w,111 t I TI t pl g ^-^ •Spec al m'lled carbon steel matrix fabricate I of Coplastix ter ah placed - 1 'tl \ qg _ Prov des structural strength with .,a»..a.:... E me edge w t I trtx All areas of contact are of p t ble I \ � �� p cture fra d e =N,x,el m nat ng shirking.Smooth t I f The frame members are lblasted eat make the stoplogs except Drolly easy to o{erste,each and every t me `^*- ..„. _ Vrv, -- „` 9hits t fl p,y I ow etch prim I, id costed with epoxy i l pa It or other approved coating Closed cell polyurethane blocks are i laced het thetr x el mi nt t gyms -. m xt All fasten. <t sal .Resilient bottom seal s 'l) Watertight Stoplogs Watertight Stopgates Watert qht stopgate from Ashbrook Simon Hartley ` am designed fpr hand operated flow co ttrol channels. /Z5 Whether mounted o chamels or wall mounted all ve ` ? gates feature the lower frame member Positioned lel g w th Uie uwert for"might througn flmw with no tomo w� fence cre t l grit I P t f I. In t z 6 20 dtl only tl Coplast x material i is employ d.1 g[ 24 Ill I larger, 5 opla bx 1 —11,141111 I pf led by n spe'ial 2 w"`--.,, ` _ t reel fra ne for add't on 'g f ty.T fad ate tlift g, the gales 20 and small employ a nand nae al the top of file door All gate contact faces are cons fru[tell Watertight Stopgates of in mpattble Coplast x in order 1.el mite Writing and permit easy operation.The product's reciuced ......eve ight also adds to p.erall-,e of operation Sluice Gates Wall-Mounted Sluice Gates C,pla,ti,Sluice Gates froni Ashlbrook Simon-lia,fley C,gla,ti,wall mounted sluice gate,­bm, are available I wall mounted,flush,invert,channel- dependable flow control with I.—,If installation. unted and'Id­nweulopen i,,g weir The These gates req,re no spec al concrete-k,and(in, Ounnu,d and,all mount gates are egwpped for square, I.their lighter we ghl can be in-lied in less than IN, _lauqula,.,d,rula,opening,,Mine the weir gates three h,,,,S.While Ashbrook Sinnnn-lia,tey wall Ifr'vd in"l.au,or rectangular openings All mounted flui-gatesare available in all t.,n,].,,i 9,11,deli—a superim,seal mith a leakage rate of 0.05 spec al orders p,I,v.,l I.problem nor delay. gMl..,per nimute,per foot If—ting p,,unnetI,for 'em`9 heads 'I's11 and 0.10 for unseating heads,w1,d,is t"ile a,q.. as a Hewed by the AWWA t,ndank. Channel-Mounted Sluice Gates - Usually its standard practice t,posit in 11iii ', in Ch-0 dnike 9�­,,,,available.vAll, gatesling posit ons.that the head push Ile dcur 1,it, In,vilh�.pla,'i this is hoike If q,.r,I)d rectangular The,,,gat,, n""'a "'ate,the, t,be na.unled in 1,,o,k rt........that I 'ti�Iff"'the"I""'i • y C P�a P"f"- are equall"capab,If dMi—ing dependable a'. I senalle,than thus, Iqui...I for cast iron,typi 1,e avoid ng any tn,dal placement If If for,, encs reance even in unseating heads,mak ng t or recess v"Width WAH'. uum�,�vhed i,,,vI,,.Iility and reliability, ... ....... C.pla, stir gale,are built for dependable `{ performs Spec eii ed'teal at'i'e,lend the Our e strength I. ab C.p.,lim doors.All .Ite,t Downward Opening Weir are de from ­p,flbl,,materials for min Sluice Gates ,I".,rklinn.The result If this type If const..t tions a fight,,gate the,<an be handled easier when manual Weir sluice gales are designed in,applicat ions .pe,ated and horsepowerI. horsepowerwhen vlwenu,e a level en edge I, rn I be ainlaired in all tors are employed tien,These gates are normally wan-mounted but Ill.. ..thuds If-illation employedcan be employed CIp,,,,b,W,i,Sluice Gates.....a ilble ina variety If with the 11,611 If square 11 11-11911lar Opening, For spec al applicat i—,custom ,ific,, r doors in therg ratecan I I v provided- WallMounted sluill G"he D—n—d Opening Weir Sink,GM, Sq k, -M..uh,d Rigid -7 C.pl.stb,Spe,idl V/,,H DI.,Flap Valve VON mak"­,' C'pl,"tn,Well Mor ming SUIe Gates C.pla,tor Chen-1 M.,,,,t,d Si.i,,Gases Cplasti,Flexibbe Flap Valve (Multi Door Design) Example here LIFTING HISS FOR REMOVABLE LIFTING EYE. PLUGGED VITH MOTES HEX BELT,316 S.S. I. CONFIRM ALL DIMENSIONS 2. ALL HARDWARE IS 316 SS 3. ODOR DESIGNED FOR IOFt ON HEAD. 4. QUANTITY: (2)FLAP VALVES AMIABLE,DOUBLE-HUNG HINGES USING STAINLESS STEEL LINKS,PINS, AND BRACKETS WITH MZE BUSIUM IO2 NET cf f 7 77 CSDD 98D0 fYENING -{ FRANC,COATED C.S. A� I OI I, --- 5/8'CIA ADHESIVE ANCHORS (12)RACES,316 SS RIGID FLAP VALVE W STEEL REINFORCED WITH COPD'CGNMITE EXTERIOR WEIGHT APPROX.225 W) 64.00 64 489 A0 OPENING --' 48M SO �I REMOVABLE LIFTING EYE,316 SS. l 47.5D 29A0 5A0 IQ50 ik==-==-------------===='n. ___--------------=--dl NEOPRENE J-SEAL RSECURED 52 WIfH 3 ANDS316ASS HARnVARF A IB.50 TYP,ALL SIDES IF II `I'MINIMAL GROUT,TYP I 125 54.00 BE 5550 SECTION A-A 58A NIS TOLERANCERV NR WIWI E9PVItll1 P OIVXLS N I]P NR 9l1VQY R9bPte116 M s ol M4 r I�[ HA V27A0 Nypt IR4p Eosl p6 Gm U-449-IV ea xa OEIa I e la EXPANSION NLHR$avNrLD ID ADHESIVE a CA 7mw q acv u g°""Ni Ria }„ w y r.`"p FRACTION ./I/3Y N/A 2 D 1p1 3 y.. . .. max"da" oloce "°` .48..x.48.fRF.10/IO.ASSEHBLY X.. _.. '� LOCATION 1-1 6 FI2 XX ./0.030 ./-1A 4 Np 5q'B . XXX '�n 0 0 X 5 u Lp: AW9 M 1:12 r 1 :3 .,�,r" �?'s. �•Iw+ t z Sta�nles5 Sp-e4lslidel,Gates i� i? e F 1 l Yf �` i sfi�f t� �s"� <���'^:. f '��.�: � ����� f �y<�' ' h ����✓�� pert��g. � s r "MR, ^°'"h g011 ` ,as.,w.-, `s r, h t. Standardised Gates UP TO 48 (1200mm) 77 IN STOCK! 00 Q CERPIFICA'tION-TO To get your specifications, drawings �� ____ ' and prices,visit us at - Awwacs6,-ia NSF/ANSI 61 <a C0MPLIANT AVAil.nE1CONREQUiST RENGOINNECEERING Fontaine-Aquanox has been a global leader in fabricated slide gate design for more than a generation,engineering high quality products to meet a variety of flow control applications.We strive for excellence in all aspects of the business from design assistance and support to installation and after-market service.We are fully committed to our customers and we will continue to develop the most cost-effective slide gate solutions to meet the challenging needs of the municipal and industrial water control market. INNOVATION With our ongoing investment in research and new technologies, we are continually ry developing new design, manufacturing and installation solutions that make our gates the most cost-effective in the industry. Our self-adjusting seal technology outperforms the AWWA Standard and is far ahead of the marketplace with long-term tight sealing that extends the life of the gate and eliminates the need for maintenance. This and other innovative solutions allow us to provide the best products and services to meet your needs. QUALITY Fontailne-Aquanox brings exceptional quality to every project from design to manufacturing and testing. We are one of the few manufacturers in the industry to fully test all wall mounted,four side sealing gates for both operation and leakage performance as standard operating procedure.ISE Metal has ISO 9001 in many of its facilities. SER VICF� 4F� The measure of a great manufacturer is their dedication to customer service. From quotations to design to installation, Fontaine-Aquanox maintains a sharp focus on customer satisfaction and service. Skilled, highly trained specialist are always available to help with your gate selection or installation requirements. fi �s + :;a� �%:�-�«m� tz`3��--^-",� -`3.z�'"�'F c@ r✓>'t s , � ,�r� v'�r .,!',rte tiro S e P�� ...F `'�`��`�.� as � ? .i �a,.,,v z ;:.. s., C s �S�,r,�.�✓�. � s,. r"r� F�r � �"� � >�z` z' �� ` z �_ i � 4 r Flontamw Aquane."?X a Water Control Gates SERNES 20 25 and 40 Solid stainless steel construction and high corrosion and erosion resistance ensures many years nftrouble free operation,The one-piece welded,flange-back frame design makes all Series 2O.Z5and 40gates robust and durable. FontaUne-AquanoxSeries 20' 25and 40Fabricated Stainless Steel Gates fully comply with AYVVVAStandard ['501 and NSF61 certified for potable water applications. Guaranteed Leakage Rate All gates have a guaranteed leakage rate tested below the AVVYVA['551 standard and other worldwide standards. OR PNEUMATI(w+xRAmm 0Q�~���� ��0�������t~�� ���Ns Unique ~~ "" ��=� ° "� ~' = Side and top seals are self-adjusting type,constructed ofUHMVVPE (Ultra-high Molecular Weight Polyethylene)with EPDM compression cords which assure long term tight sealing. Rugged and Corrosion Resistant �� RISINru Highstength3O4Lor316Lsmin|ess�ee| materia|sprovde |ong�erm NON-RISING Icorrosion resistance, increasing the service life ofthe slide gate. AVAl|N ������N��°N��� F0����~��~�~��� ����NT�mB` Mounting Flexibility wnOPEN FRAME Slide gates are available for wall mounting, in-channel mounting on CONE GVkATIOmg existing concrete surfaces or embedded into new concrete walls. Also available are radius mounting flanges for circular manhole installations. SEU ��W�S�� Ease of installation Fontaine-Aquanox gates are typically wall mounted directly to a concrete wall using an EPDM gasket. This means that NOgrouting or thimbles are required in most installations.Gates arrive atthe jobsite / fully assembled and fully adjusted, ready for install. AVAILABLE WITH VARIOUS ������ ��� �����~1��� MOUNTING OPTIONS ° Tested "� Certified "� na�nm�m� FLANGE'�~~1A1~ 0x|n$TALLAT|ON | *pAMM Fontaine-Aquanwx Series 2O.Z5and 40slide gates have successfully o Ke>oxnEMcNHIGH STRIINGIN3m4dundergone stringent25.000 cyc|ete� ngto ensure long term reliability. mn316unxnvuESS Every gate isrigorously tested prior toleaving the factory. STEEL MATERIALS Maintenance-free Self-adjusting seal design eliminates maintenance required vs.competitive '1''Bulb seal designs. Seals have nometa|'to'meta| contact toensure nn sticking, even after years ofnon-opembon. ` `. x �. •f,. k " 3 i r t Z " All Fontailne-Aquanox slide gates are versatile, durable, easy to 'Install and require little or no maintenance. qE Series 20 Sluicet ergGates Series 40 Weir Gates Fontaiine-Aquanox Sluice Gates are The Series 25 Fontaine-Aquanox Channel The Fontaine-AquanOX Downward made entirely of stainless steel and UHMWPE. Gate can be adapted to all types of channels Opening Weir Gate is used primarily for flow Thus they have very high corrosion and and applications. Fontaiine-Aquanox control and level control applications where the erosion resistance,ensuring many years Channel gates feature a flange back frame slide drops down to open and the flow of trouble free operation with minimum made of stainless steel 304L or 316L along is over the top of the gate.Series 40 Weir maintenance.Series 20 sluice gates also with a reinforced slide,It is solidi built in Gates feature a stainless steel flange back g y frame and reinforced slide, have a one-piece welded flange-back one piece which permits easy installation, frame design that makes them extremely robust. ExclusiveS 'he side Call Id tap seals of the Ser les 20,25 and 40 slide gates ate made fr"oin self-lubricating uitra-high molecular weight polyethylene(UHMWPE)allowing no metal-to-metal contact.With a friction coefficient of 0.2,the seals make the gate easy to operate,even after long periods of non-operation.The"self-adjusting"feature is achieved by a continuous compression cord that ensures a tight sea!between the slide and the frame in both seating and unseating conditions.The wedging action of the compression cord enables the gate to control flow by only permitting flow through the open area of the gate. The remaining perimeter remains sealed providing a gate highly suitable for throttling applications. EPDM WALL S.S.316 CASKET EPDIUI 1 SLIDE WALL CASKET EPDM COMPRESSION CORD EPDM „ BOTTOM SEAL EPDM COMPRESSION —, CORD UHMWPE�. S.S.316 SIDE SEAL SLIDE S.S.316J UHMWPE SLIDE "'"' TOP SEAL EPDM WALL GASKET–) Side Seal Top Seal Bottom Seat; Flanged back design for wall mounting with UHMWPE Seal with twin contact surfaces Resilient EPDM seal forms flush bottom. self-adjusting UHMWPE seal and EPDM Gasket. and two compression cords. AIW a ' �. ? x {, qg FLAP GATES - Series 60 and Series 70 STOP LOGS - Series 95 The Fontaine-Aquanox Flap Gates are the simplest way to prevent flow The Fontaine-Acluanox Series 95 Stop Logs are of water from returning back up pipes or conduits.The gate design is such that an easy and economical way to control flow in a channel whatever the size,a small flow will open the gate in negative pressure but it and isolate other equipment for repair or maintenance. will remain watertight under positive pressure.The flap can be adjusted Their lightweight construction makes them easy to handle (on models>24")to open under a specific head of water since its adjustable and the UHMWPE guides eliminate all metal-to-metal hinges can be adjusted to modify the force needed to push the flap. contact between the log and the frame,thereby allowing A self-lubricating UHMWPE bushing in the hinges prevents any metal-to-metal the logs to slide up and down with minimal friction. contact,thereby reducing friction and easing operation. Even if the flap is not The logs can be supplied in either stainless steel or used for long periods of time there is little risk the hinges will rust or seize. aluminum and can be either wall mounted or Available in square sizes embedded into the concrete. D e , ;_.. S.S.LOG EPDM EPDM SEAL BOTTOM SEAL - EPDM GASKET UHIVIWPE :—FRAME aF a, SIDE SEAL j p 1 STIFFENER ; ( - GROUT At, . FLOW I! S95 Side embedded S95 Bottom wall mount S95 side frame wall mount Engineered Flow Control Products from Fontaine-Aquanox e Sluice Gates - Four side sealing, Stainless Steel ® Channel Gates - Three Side Sealing, Stainless Steel Weir to - Three or Four Side Sealing, Stainless Steel ® Stop Plates - Three Side Sealing, Stainless Steel or Aluminum - Stop Logs - Stainless Steel or Aluminum Bulkhead to - Stainless Steel - Flap Gates - Stainless Steel Actuation Fontaine- quanox can offer many options for actuation ranging from manual,electric or hydraulic systems. Service Our team of inside sales representatives and engineers have a weakh of slide gate knowledge and are able to assist you with your slide gate design. We can offer drawings,details,specification and budget pricing.Just call to inquire. Fontaine- quox offers the very best in on-site service,field inspection and commissioning. Our on-site service can be done either through our local factory trained service representatives or directly from our dedicated service team. Iia IVI I I9I I IQLIUI 1 �UUL I i� N 1� - ��01 NNU r U1# U 1_L r to contact a local S les re rPcP t ti\/e le e visit m it website at i n Aquan,--%1x Water Control Gates DESIGNED AND MANUFACTURED 20 Windsor Road, BY FONTAINE-AQUANOX Sherbrooke,Quebec, Canada J1C OES A division of ISE Metal Inc. 1-855-769-0157 info@fontaine-aquanox.com p�oniain�y�eVANNIa MURALB ATF4 Stainless Steel Flap Gates - Series 60 I`� WATTp CtltJTpOL tl ADJUSTABLE HINGE PIN WITH ISEE DETAIL CII UHMWPE BUSHING A�� 0 EPDM GASKET UPPER PIVOT O O ISEE DETAIL'B'I SWIVEL ARM FLAP 304L S.S. 304L S.S. DETAIL B FRAME 304L S.S. it PIVOT ADJUSTMENT 37" O i) THREADED ROD 073 1/T' 60' OD OF PIPE DETAILC r EPDM SEAL B i I R70 7/16" DETAIL D OEIAILE EPDM GASKET General Notes 1.Drawing is not 10 scale 2.Design pressure:211t 16.4.1 seating and unseating A__i Re, Date Do.. B.C.083 1/2" SECTION A-A 0881/2 D2017/12/12 C2 n E Project no.:12637 WEIGHT OF GATE:996 ho Valley city,ND NOTE A:ANCHORS NOT SUPPLIED. ISE Metal Inc.-Sherbrooke,QC,Canada Valley City Rood Protection Phase 2 MECHANICAL:HILTI KWIK BOLT 3OR BETTER,5/8"116mm1 DIA.X T 1102mm1 EMBEDMENT IN 2DOO PSI(14 Moo]CONCRETE. seaquanox.com-819-769-0157 ADHESIVE:HILTI HVA OR BETTER.5/8"116mm1 DIA.X 5"1127mm1 EMBEDMENT IN 2000 PSI 114 Mpa1 CONCRETE. on,2: 60Hap Gate Model no.: 60-O-B-CW%-21 QTY:32 Qly.: I Drawing no.: D)2637-02-60600CW%21 Sheet: I/1 SAMPLE DRAWING: MODEL GH-39-SS FLAP GATE 3 22 SHOWN WALL MOUNTED. 1.DGROUT PAD 21 BY CONTRACTOR = SEE DETAIL A o 16 � . - b 3 DETAIL B i 11 120 �\ / \ 116 20 116 3 190 tl CLEAR 12 I � OPENING BOLT a CIRCLE DIA. ll8 6.0) FLANGE O.D. \\ 120 SEE DETAIL B D \b� e/ 190 , DETAIL A 1 1 ANCHOR BOLT HOLES �— FLANGE O.D. (C.O. + 8.0) MD GH-39S STAINLESS STEEL FLAP GATE MATERIAL LIST 3 GATE HEAD 14 MIN.SSTL PLATE DESIGN DEAD=20.0' 9 ANCHOR BOILT 12 ML':.SSTL ANCHOR ROD W'2 NUS -....--. .. 11 STIFFEN RS 1 $STLFLIT BAR GOLDEN HARVEST 16 SPIGOT 14 MIN;ROLLED SSTL PLATE MD GH-39S GOLDEN GATES 21 P-BULB SEAL NEOPRENE RUBBER WALL MTD 1-800-338-6238 22 P-BULB SEAL RETAINER UHMW PE 55. FLAP GATE P.O.BOX fe'1 R�nunsLon.TrA DazsD — REQ. 23 RUNNER BOLTS SSiL HX BIT.(APPROX.6.0 O.C.) Protect Deecripu— Date DD— W NUT A L L&FW W NEOP.BACK ' 116 HINGE MOUNT SITE FLAT BAR 118 HINGE PIN SSTL HINGE PIN MATERIAL SPECIFICATIONS: For: Revlffion: 120 HINGE ARM 3Z8 MIN,SSTL FIAT BAR FASTENERS-SS 304 OR 316 ASTM-1`593/F594 Revielon: 121 BUSHING GARIEOCK GAR-MAX BUSHING S-STL ANCHOR ROD=SS 304 OR 316 ASTM-A216 Contractor: 123 VME 11/4 MIN.SSTL FLANGE S-SIC FORMED-SSSAR3S4L ORES 316LSSS3M-A240 16L ASTM-A276 Raviaion:.... 190 EDGE STIFFENER 1 4 MIN:SSTL FiAi RAR UHMWPE=ASTM-D1248 204 COTTER PIN SSTL NEOPRENE RUBBER-ASTM-D2000 TNIS DRAVINO Is THE I—ERTI Iss'ILI ReRv[sT,INC THE GO..DEN RARVEST Engineer: G.H.Drening III: 304 WASHERS SSTL IWi1R�CW:iAiNEO VILLAIN IS NOi i0 BE GRIGINA PH •ANCHOR BOLTS ARE DESIGNED FOR USE WITH HILTI Vtt 150 USED.IDISSEHINrFTED,LONICD OR RERRODLCED IN vxaE 0¢IN CNECKE g DraTm By: 8cse:1oD No.: Connect 8ht ADHESIVE INJECTION SYSTEM OR EQUAL(PDHE6NE BY CONTRACTOR) DART'IT— THE vRITTEN RVEST,INc. CNECKE DW DW X NTS t&y ? 3 fgvwg ' 'ht` SSF41s k r STAINLESS STEEL DRAINAGE " (FLAP) •SPIGOTBACK, FLATBACK OR . FLANGEBACK • SIZES 12" - 84" (CUSTOM SPIGOT ssF-41 sPIGOTBACK SIZES AVAILABLE) • SEATING HEADS TO 30 FEET* •A CORROSION-RESISTANT RUST-PROOF AUTOMATIC " DRAINAGE GATE DESIGNED FOR FLANGE MOUNTING OR WALL MOUNTING • J-BULB NEOPRENE ADJUSTABLE SEATS PROVIDE EXCELLENT SEALING AGAINST RETURN FLOW. • FRAME, COVER, RETAINER RING, HINGE ARM,AND PIVOT LUG ARE OF STAINLESS STEEL. GATE HARDWARE IS r STAINLESS STEEL. �h a •FLATBACK FOR MOUNTING TO HEADWALL. SSF 41 FLATBACK •FLANGEBACK TO MATE WITH 25#OR 125#PIPE FLANGE. . : 4 * Recommended Maximum Seating Heads 8" - 30" 30 Feet ° 36" - 42" 20 Feet � 48" - 60" 15 Feet . 66" - 84" 10 Feet 111, On , F 4 5 hu SS 1 STAINLESS STEEL DRAINAGE (FLAP) GA - SPIGOTBACK CMP J ATYMCHD'8 A INICINIE w Dnal? 3 CNTF ZM 10 wV= EALILX3141;Type MAIL C A9 IEOICI® 6 I I I I I oU I AD I I L[FC[IID HDLE m• PIPE D[Y[D SSF41 DRAINAGE (FLAP) GATE FLATBACK (FLANGEBACK SIMILAR BUT WITH PARTS LIST ASA STANDARD FLANGE DIMENSIONS) No. Name Frame 7 2 Seat 0 3 Retainer Ring 4 Hex Hd.eok/Nut 5 Cover I i 6 Hinge Arm i s BEA 7 Pivot Lug 8 Hex Hd.Bolt/Nut 9 Hinge Pin Bushing d I d 11 Washer ppq �Y�I I 3 12 Spring Pin L[FWE m for w .�i'dE�P'o L eo DIMENSIONS IN INCHES E] Add grout pad thickness to anchor bolt projection. DI A B C D1 D2 D3 E E3 O.D. B.C. M P El c 2. Also available with flange and drilling to attach to a 125# n standard pipe flange. n' 130 130 100 8'/, 9% 11, 4 7 17, 15% ; 1 1 []3. If grout pad mounting is used add grout thickness to > > 16/a 17 12, 8', 87/a 11% 4 7 20'/2 18'/, % 1 2 dimension. 45-. _.. 30• _ ..190 _.20- 14% 8, 8% 11; 4......7. 23% 21'x.. _.. 1. _.2 aD• � 250 260 16'/, 8'14 87/a 110 4 7 30% 28'/, % 1'; 2 310 32; 19%, 10% 10% 12 40 7 36% 341/4 ; 11, 3 O O 37a 380 24 10% 10% 12 40 7', 42/. 400 % i'i 3 ti zs 430 46 28 13 130 - 5'/2 - 480 460 ; 02 3 22*1 : 490 52 31 13% 13'/, - 5% - 54% 52/4 : 02 4 22Y• 22aC' 18• 55% 58 35 13% 13% - 61/, - 60sa 58'/, % 2 4 1B• an,, 610 64 38 15 a +17'/ 6 i - 66 a 64/, a 2 4 �• 18' `' 730 76 44; 17% 7, - 78; 76; % 2 4 OO DIMENSIONS ON APPLICATION NOTE:FOR PRELIMINARY DESIGN PURPOSES ONLY DO NOT USE FOR INSTALLATION UNLESS PART OF CERTIFIED&APPROVED SUBMITTAL In;lus�rin., L TYPICAL SPECIFICATIONS SSF-41 STAINLESS STEEL DRAINAGE (FLAP) (TIDE) GATES General The flap gate shall be designed to allow free outflow and prevent backflow for maximum seating heads of 30 feet. Gates shall be Waterman Model SSF-41 or equal. Construction The frame shall be stainless steel of flatback, spigotback or flangeback design (or other specified design configuration as required) with seating surface inclined from vertical at a minimum of 2'/° to assure positive closure. The stainless steel cover shall be attached to the frame in such a manner as to allow proper seating and full opening of cover. Built in stops shall be provided to prevent the cover from rotating sufficiently to become wedged in the open position. A resilient neoprene seal shall be attached to the inside of the frame opening and shall act as a seat for the cover to seal against. The seal shall be retained by a stainless steel ring bolted or welded to the frame. The linkage system shall be of the double pivoted type, attached to fixed pivot points on cover and frame. Hinge links shall be of structural stainless steel shapes. The heavily reinforced hinge arm of the Model SSF-41 is fastened to the pivot lug by means of heavy stainless steel hinge pins inserted through a durable non-metallic bushing. The hinge pin is arranged in a double shear configuration at extremely close tolerances thus severely limiting lateral movement. This, in conjunction with the protruding rubber seat(in lieu of a recessed seat) insures positive seating at all times regardless of the angle of tidal action. Finish Mill finish on all surfaces. Materials Frame and Cover and Hinge Link - Stainless Steel - ASTM A-276, Type 304 or 316 as specified. Assembly Hardware - Stainless Steel Type 18-8. 3 This page intentionally left blank Draft Document—For Discussion Only--Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 hood Appendix D — Planning Level Opinion of Probable Project Cost [THIS SECTION TO BE INCLUDED IN THE FINAL REPORT. INPUT AFTER DRAFT REVIEW REQUIRED] Draft Document—For Discussion Only-Final Version May Differ Prom Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 This page intentionally left blank Draft Document--For Discussion Only--Final Version May Differ From Draft GHD I Report for Town of Tiburon—Beach Road Drainage Improvement, 11152079 GHD Inc. 2235 Mercury Way, Suite 150 Santa Rosa, CA 95407 T: 1 707 523 1010 E: santarosa@ghd.com ©GHD Inc. 2018 This document is and shall remain the property of GHD. The document may only be used for the purpose for which it was commissioned and in accordance with the Terms of Engagement for the commission. Unauthorized use of this document in any form whatsoever is prohibited. Draft Document—For Discussion Only—Final Version May Differ from Draft GHD i Report for Town of Tiburon—Beach Road Drainage Improvement,11152079 Memorandum May 11, 2018 To: Patrick Barnes, PE; Town of Tiburon Cc: - From: Stacy Creviston, PE; Project Manager Tel: 510-420-0700 Parastou Hooshiaisadat, PE; Project Engineer Reviewed: Lorraine Htoo, PE Tel: 415-296-3623 Subject: CVS Parking Lot Flooding Job no.: 11152079 9, BACKGROUND AND PURPOSE After receipt of GHD's Draft Modeling Analysis Alternatives Evaluation Report for the Beach Road Drainage Improvements Project on April 27, 2018,the Town reported that the existing conditions model did not show flooding in the CVS parking lot at the corner of Beach Road and Tiburon Blvd as was evident during actual rainfall events such as the recent March 1st. rainfall event. The initial modeling as presented in Draft Modeling Analysis and Alternatives Evaluation Report(Draft Report)did not show any flooding in the CVS parking lot since GHD's modeling scope was isolated to the Town's storm drain inlets and piping and did not include facilities on private property except where that information was already provided in the previous modeling effort from 2009. This was the case for the Woodland's Market parking lot. All the runoff from adjacent watersheds on private property was routed in the model to the closest Town inlet to determine the effect on the Town's system. Specifically for the CVS parking lot, the flow was routed into DT 23 in the public storm drain system. To help the Town better assess the flooding in the CVS parking lot, GHD's surveyor and engineers inspected storm drain drop inlets, catch basins and manholes inside the CVS parking lot and its vicinity on May 9th., 2018. The additional data was used to update the hydraulic model that was previously presented in the April 27th Draft Report in order better assess this area. The purpose of this memo is to summarize GHD's analysis of private storm drain system in CVS parking lot, identify the source of the flooding problem, and provide more information to the Town to present to its Council on May 15th., 2018. EXHIBIT NO. GHD Inc. 655 Montgomery Street,Suite 1010,San Francisco,CA 94111 USA 1 T 1 415 283 4970 F 1 415 283 4980 E sanfranciscoCilghd.com W www.qhd.com 2. CVS PARKING LOT INSPECTION Four drop inlets were identified as Bank01 (near Chase Bank), CVS01, CVS02 and CVS03 along the southern curb of the parking lot. The locations of these can be shown on the attached Figure 1. Observations showed that all four drop inlets inside CVS and adjacent Bank parking lots were clogged with leaves, bags, roots and other debris which would contribute to the amount of flooding in the parking lot. Bank01 was 100%filled with soil to the rim and the others all had standing water. Below are a few photos showing the catch basins. 3 T.y , Emig7 V4, ''ter• ,s'.y.�_. y y- EI r y F y N s�m "•Y 4, Y � { , May 8, 2018— "Bank01"Catch Basin �' d 4 S r � � 2 ' May 8, 2018— "CVS01"Catch Basin w GHD Inc. 655 Montgomery Street,Suite 1010,San Francisco,CA 94111 USA 2 T 1 415 283 4970 F 1 415 283 4980 E sanfrancisco@ghd.com W www.ghd.com � 11 r 5 ` howl n May 8, 2018— "CVS02"Catch Basin s <e' May 8, 2018— "CVS03"Catch Basin Routine cleaning and maintenance of these catch basins in the parking lot does not appear to be occurring. Since it is not the responsibility of the Town because it is private property, GHD would recommend notifying the appropriate owners to make sure they are keeping their basins clear of debris to ensure maximum performance. While there is still a flooding problem within the street the Town must address, hence this Beach Road Improvement Project,the private property owners will still not be able to get their properties to drain to the Town's system after the Town makes improvements if the properties do not properly maintain their drainage facilities. GHD Inc. 3 655 Montgomery Street,Suite 1010,San Francisco,CA 94111 USA T 1 415 283 4970 F 1 415 283 4980 E sanfrancisco@ghd.com W www.ghd.com how 3, HYDRAULIC MODEL REVISION .1 Sub Watershed Delineation The sub watersheds were originally delineated using the ArcHydro tools in ArcGIS. The tool uses the ground surface model (LiDAR surface) and the junctions capable of receiving runoff storm water (catch basins and drop inlets) to delineate sub watersheds drainage areas as shown in Figure 2-3 in the Draft Report. Based on GHD's May 8th.site inspection, boundaries of sub watersheds 9, 12, 18 and 23, which pertain to the CVS parking lot and immediate vicinity, have been revised based on the surface features and observed pavement topography in the field.The attached Figure 1 represents the revised sub watershed delineations. Watershed boundaries as shown in Figure 1 will be incorporated into Figure 2-3 in the Final Report. 3.2 Hydraulic Model Analysis— Existing Conditions Following the field assessment, GHD updated the existing model and ran it for the 85th. percentile tide condition and 10-year recurrence storm. The attached Figure 2 shows the revised system plan view highlighting all junctions where flooding is indicated under a 1-D model run. Figure 3 represents the results from analysis of the 2-D model. The analysis shows the extent of overland flooding in the CVS parking lot which simulated the flooding that occurred on March 1 s� as shown in the photo below: �K March 1. 2018— "CVS01"and"Bank09"Catch Basins Base condition modeling results as shown on Figures 2 and 3 will be incorporated into Figures 3-2 and 3- 3 in the Final Report. Similarly, the updated model will be used to rerun the simulations for the King Tide conditions. GHD Inc. 655 Montgomery Street,Suite 1010,San Francisco,CA 94111 USA 4 T 1 415 283 4970 F 1 415 283 4980 E sanfrancisco@ghd.com W www.ghd.com 3.3 Hydraulic Model Analysis— 4,000 gpm Purnp Station Design Simulation Following the Design Conditions proposed in the Draft Report, GHD evaluated the effect of a 4,000 gpm pump station. Figures 4 and 5 show the flooding results for the Design Condition 2B Simulation,for the 85.'" percentile tide conditions consisting of the 1-D and 2-D model runs. Results of the Design Condition 2B simulation, for the 851h. percentile tide and 10-year recurrence storm, shows that flooding in the CVS parking lot is reduced, but similar to the simulation results shown in the Draft Report in the street, is not completely relieved with a 4,000 gpm pump station and the proposed pipe improvements. Design Condition 2B Simulation modeling results, as shown on Figures 4 and 5, will be incorporated into Figures 3-16 and 3-17 in the Final Report. Similarly, the updated model will be used to rerun the other Design Condition simulations, as well as for the King Tide conditions as presented in the Draft Report. 4. CONCLUSION The model update performed by GHD based on the site inspection of the CVS parking lot performed on May V,does not significantly change the results of the model within the Town's infrastructure. What it does provide the Town however, is a more precise simulation of the intersection of Beach Road and Tiburon Blvd to show the extent of the flooding onto the adjacent private properties. Additionally, the Town now has additional information that they may use to approach the private property owners about the need for increased and routine maintenance of their onsite storm drainage systems. All additional modeling data will be incorporated into the Final Report. Attachments: • Figure 1 —Revised Watershed Delineation • Figure 2—Base condition (85th %ile Tide) (1D) • Figure 3—Base condition (85th %ile Tide) (2D) • Figure 4—Design condition 213—4,000 gpm PS (85th %ile Tide) (1 D) • Figure 5—Design condition 2B—4,000 gpm PS (85th %ile Tide) (2D) GHD Inc. 655 Montgomery Street,Suite 1010,San Francisco,CA 94111 USA 5 T 1 415 283 4970 F 1 415 283 4980 E sanfrancisco@ghd.com W www.ghd.com Legend s Ls Js ac All Contributing Watersheds Junctions m ,. ,��, k�n�,h�R .�'"K� skis, � s F��^,,. %c^ur�r`'��+.✓��� .£ 2�'� ". n 3 s��,2 �}� z�> .�,,���'" -v � � car 'S� "@ _ 12C s �'-�.,�' �,�✓" � - �� � a �% ✓ �. � n �� �'7tbr�a �� � r 317 ��;~ k U`� ��` �^ �,•�`"� +��"� a s``✓t � :�, i � +., t� t ��1 t' 'i `k`' 3 ;i���v'� �,'i��� � �� '�� z. .. �'e'°���-e,,,z� s ��m � �•t �r'�5 �.s t� � t s'. s � k� _ 25t bT5d1 .; .�. 2b� 34 n :� �� .mss� .�✓ a �, "�''�..r�p� ���f'*' � e vis.£ T'c��"�""'�}� `l� ''�'�' r'� � o � � s �1 �. .. - paw,sae PNSI9 To-ofTiburonProlectNo 11152070 o ipN Beach Road Drainage Improvements Prosect Revision No Data 0511712018 Faze WPProp—L baa Coni Kone J.WIN-Wffi 0.—Iw Girt NA01993 Sta!ePlar.aCabbme III FIPSo4WFce, Revised Water sh ed Delineation FIGURE Legend K � �x , ✓ a ; Junction "`3. �a� 's' ��` -s': "� �` a�<✓,,. `''&�. `r s� : (Flooded) O Junction(Not Flooded) 71 r y 5 "' .2 i"�`�� �` .�"' �c z u✓"�is: n � r�.� vee .�' ` ` - ` p�✓1,`""� s �s� ✓ 5. '� t 'c' � s" c . � d � r,.. Betjk07 _ x wsola AN MR -..� �J✓' K s ;�, a ate`^ .n 1 �d ��g g�g �` � '�om ,v�:moi � t �sr' � - t �✓'a'�, ���`I�e-. "`�" �.``>,a� � ` a �Z� i'23 �'- �'✓" 1� "tea x . � �� arc �� .zs.."� g �.�`�`§t i -� y.�'`� sx ���,✓��6"' h�`,`` `� �* �� Z'✓ .. MIMI .dam �y'�,�� `� Sy inc`�E ^' `.?5` {�`•*�„3 �� � ca: �i���.F,`���t � � �� �`�. � ��"d, .r ?T.z ✓`r'�a.." a, y1 s sa. x'?'-. a';' ,.,..,.,,„a I`t,. ,, :' '..< :.,tai..;• .,.<.ec.. ` y K Papez Sue ANSIB Town of Tihuron Project No. 11152079 0 30 as 90 Izn N Beach Road Drainage Improvements Project Revision No. - 0o Date 0511112018 Feel Map Pxoje—.Le-a Cw—I Conk NonzoMai BaUen:Nam Ameaiaan Da aal Base Condition(85th Percentile Tide) Gad:NAD 198351nIePlaro C—ia ill FIPSO403F,t 1D FIGURE 2 ngaepm oa.wi..cry vom.nennaw.weeau.isid,gaxo,ta�e,u[Imrmrd.xo�x.ee.xaq kni ,Legend � r x 9 m i? ,Maximum . Flooding Depth(feet) v 0.3 04 f, �� RIO 0.5 0.6 r i �s ?,�� '�, '�" �✓`- .F z �;�x a `� x'� : �'" r �' b � � 1 cam`e � .'�"� .;, :. ✓�, � ���`� # ������ � � � � �� �rzez a t k a s 0.7 ' `> 3c�S z j .' ` VI elf ,: 3 'x'" L-A �•. ,x``x. snC 6 xx c_ e T, �,x z r• � ✓ 'k r :`,'•3 �,�y � .x� �c s'z£'s'i s�y�" .;,,,�i �Ztr� Z �y �,`. ai�� r .�� � '� -.' �a n 'MOM, t r z a. �z ✓+a^s. r'»-, a v r ux '�,a-' `"�-zt-: ," _ ='., x'STA -� " "`',r r`" k�- �tz71" �:r s,�r .ax �` e ✓F''� �' �;.�^�aw. 7 u '�^r,`s i as � r`.,�, � �`�{-s s � `3 �°� t.�'"�1 u „��`;y�,°'w.;a�F?,. ✓ �-�� ,,� �-'`s�.��..e'N' S y� / lz�� er �'� �s, r^ ,k 1'�` ..�'�l>� �?�S 2 1r✓ ., j �*, !.c � �,&� 9 ,s u � ' S^iavc,�� � �`�'='t.� °' y' ^s•... zf l ( y.3 mss. `u.` far A-s' T"�D a �ti,�',✓JM �'�3.>"§x> „`�` 4 7� z' ''fib' �' Bapv She FXSIB Town of Tiburon Pr ject No.s 11152079 o w 6° m ,m Beach Road Drainage Improvements Project Revision No.te - Dale 0511112018 peat At ap Propction:W.A-- CmbrD.- noszoD�amaIm,:.1CI I<11OMDS 0403 i6ABase Condition(85th Percentile Tide) eua:xao,sae siaiepiaDa camom�niviasowBree, 2D FIGURE 3 aswya�na�ismro ar,D..earsw.es�a rD�.eg�� Da.awRr.eryuamanarv+asnwa a.a.�eeaq DrrD.mia.sr[iamrpw,rata.erwea%Matt Rnaar.awrrorer6 r1 Junction b (Flooded) s Junction(Not h . �r Flooded) Conduit -", )cq sW� � '� ���.�l f ��-rte. -�` � �```• < �e� ' �3 a ....% it €` _ - Elarlknl Sr s `; MW N - 3al OF 00 P1, z F `cf' '0111 z 4 r r ,� r s""f^i`� s ova s��... T�'"r��`�� � � "'� �� �. �s%x� .✓c i� .1 ��� 'a s vy r zi a si .:� �� �c., � '. s � a - 21, dkt A Paper Sae ANSIB Town of Tiburon Projectile. 11152079 0 30 Bo 90 120N Beachoa Rd Drainage Improvements Project Revision No. - Date 0511112018 Feer all Dam wDal Conic NAD m,AnancaI Daus 405 Design Condition 2B-4,000 gpm PS GnG:NAD 1983 Bu,ePlane Calibmu lil FIPS 0103 Fmi (85th Percentile Tide)1D FIGURE 4 ",LegenJ �i'�a r � �"�`"✓a �2��4r�., s ��� �.,��' ,ru�.,,� .s < t,�i�'.�j,01` a� f � Maximum '' er ��sa,'x �'� c 4".a¢ 3ofs�n �.�i� '`�t. ✓�z � Fi00(�II'1C� Depth(feet) 0.0-0.2 0.3-0.4 r above 1.0 T / I . E MW9 � WO, T TU a �����°� w � r �� ,.,-� � ; a✓: yz _ -'int x 1 7 1 a ` Ask IBM j IS WON Lx� a3.�� ��'�v"�z�,.nti ��� t��-'✓c �"�r���� 3�� "`"zr ��' ��, Irl � ""� "-. a ��"r��1 S �' '.*, a �`�-�t�"" �r� 1 � �+ .� �✓' h., fir v z �:.. Jk � t ,�� "" � a z. ,,'-rays . �`•��.��s�,£r,'Y',���'��`u ..l'�2 .b'?f..'s`�.1�2�„y' N�"` �t. rh'�W».+S�'�Y is ;..�,.„�`�YZ..�.,. "..� �... �c���`':.k�. ..v .. � ....._5. �.,z x:.S J...F... ik:-Y..'. Xa m.,4„S.: Paper SheANSIB Town of Tiburon Project No. 11152079 0 30 0 s0 120 N Beach Road Drainage Improvements Project Revision No. - Date 0511112018 Feel HOMopixalodun NOMA—i—D mm1983 Design Condition 2B-4,000 gpm PS GM:NAO 1983 9.01—Clnbmu III GIPS 0403 F,t (85th Percentile Tide)2D FIGURE 5 ��vw.`�N�$'sm�oi_oKm��air�roma ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST TOWN OF TIBURON BEACH ROAD DRAINAGE IMPROVEMENTS PROJECT ALTERNATIVE A Alternative A:Accommodation for a portable diesel pump to be used only during desigated high water events-no backup power,no easements needed;flap gate replacement. JULY-2018 Quantity ,; Cost Total Total Description No I Unit I Marl I Labor Unit Cost Cost GENERAL Mobilization and Demobilization(10%) 1 LS $27,500 $27,500 Total GENERAL $28,000 CIVIL I SITE WORK 12"diam HDPE force main(Beach Rd),installed 4601 LF $400 $184,000 24"diam PVC gravity sewer(upsize from 15"b/w DT23 to DT261),installed 691 LF 1 $500 $34,500 Miscellaneous Civil 11 LS $5,000 $5,000 Total CIVIL/SITE WORK $224,000 STRUCTURAL Small wet well structure with connection for portable diesel pump(s)( SEE NOTE 3 1 LS $10,000 $10,000 Work at seawall for 12"diam force main penetration 1 LS $5,000 $5,000 Cast-in-Place Concrete Vault for Flap Gate 18 CY $350.00 $300.00 $650 $11,700 Galvanized Steel Access Hatch for Flap Gate Vault 3'x5' 1 EA $1,800 $1,800 Miscellaneous Structural 1 LS 1 $5,000 $5,000 Total STRUCTURAL $34,000 MECHANICAL-PIPING,FITTINGS,&VALVES 48"ID Flap gate 1 EA $9,000.00 $5,000.00 $14,000 $14,000 Miscellaneous Mechanical 1 LS $3,000 $3,000 Total MECHANICAL-PIPING,FITTINGS,&VALVES $17,000 ELECTRICAL,I&C,SCADA' Total ELECTRICAL,I&C,SCADA 0 TOTAL DIRECT COST $303,000 Sales Taxes Based on 25%of Direct Cost 9.00% $7,000 Subtotal $310,000 Contractors Bonds,Insurance,Overhead,and Profit 20.00% $61,000 Subtotal $371,000 Construction Contingency 25.00% $76,000 Subtotal $447,000 TOTAL ESTIMATED CONSTRUCTION COST* $447,000 *NOTES: 1-not used 2-not used 3-Does not include costs for portable pump. 4-not used 3 1 of 4 EXHIBIT N®.__�._�_- ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST TOWN OF TIBURON BEACH ROAD DRAINAGE IMPROVEMENTS PROJECT ALTERNATIVE B Alternative B:Permanent pump station installation with three pumps(2 duty,1 standby)and permanent backup power installation;flap gate replacement. JULY-2018 Quantity Cost Total Total Description No Unit Marl Labor Unit Cost Cost GENERAL Mobilization and Demobilization(10%) 1 LS $53,300 $53,300 Total GENERAL $54,000 CIVIL/SITE WORK 12"diam HDPE force main(Beach Rd),installed 4601 LF $400 $184,000 24"diam PVC gravity sewer upsize from 15"b/w DT23 to DT261),installed 69 LF $500 $34,500 Miscellaneous Civil 1 LS $5,000 $5,000 Total CIVIL/SITE WORK $224,000 STRUCTURAL' Large wet well structure for 3 permanent pumps 10'diam RCP,10'dee 1 LS $25,000 $25,000 Work at seawall for 12"diam force main penetration 11 LS $5,000 $5,000 Cast-in-Place Concrete Vault for Flap Gate 18 CY $350.00 $300.00 $650 $11,700 Galvanized Steel Access Hatch for Flap Gate Vault 3'x5' 1 EA $1,800 $1,800 Miscellaneous Structural 1 LS $5,000 $5,000 Total STRUCTURAL $49,000 MECHANICAL-PIPING,FITTINGS,&VALVES 2,000 gpm stormwater pumps 31 EA $24,000.00 $5,000.00 $29,000 $87,000 48"ID Flap gate 1 EA $9,000.00 $5,000.00 $14,000 $14,000 - Miscellaneous Mechanical 1 LS $7;500 $7,500 Total MECHANICAL-PIPING,FITTINGS,&VALVES $109,000 ELECTRICAL,I0,C,SCADA Meter and Main,200A 1 LS $6,000 $6,000 MCC 1 LS $30,000 $30,000 ATS 1 LS $10,000 $10,000 Conduit,PVC,rigid 1 LS $12,500 $12,500 Wire 1 LS $7,500 $7,500 Trenching 1 LS $3,000 $3,000 VFD 3 P.A. 1 $8,000 $24,000 Miscellaneous Electrical 1 I LS $7,500 $7,500 Permanent Backup Power Generator 11 LS $50,000 $50,000 Total ELECTRICAL,I&C,SCADAI I 1 $151,000 TOTAL DIRECT COST $587,000 Sales Taxes Based on 25%of Direct Cost 9.00%1 $14,000 Subtotal $601,000 Contractor's Bonds,Insurance,Overhead,and Profit 20.00% $118,000 Subtotal $719,000 Construction Contingency 25.00% $147,000 Subtotal $866,000 TOTAL ESTIMATED CONSTRUCTION COST' $866,000 NOTES' 1-Does not include costs for easement from Belvedere Land Company for electrical equipment. 2-Does not include costs for easement from Belvedere Land Company for permanent backup power. 3-not used 4-not used w 2 of 4 ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST TOWN OF TIBURON BEACH ROAD DRAINAGE IMPROVEMENTS PROJECT ALTERNATIVE C Alternative C:Permanent pump station installation with three pumps(2 duty,1 standby)and accommodation for portable generator to be plugged in for backup power;Flap gate replacement. JULY-2018 Quantity Cost Tota) Total Description No I Unit Mat'I Labor Unit Cost Cost GENERAL Mobilization and Demobilization(10%) 1 LS $50,300 $50,300 Total GENERAL $51,000 CIVIL I SITE WORK 12"diam HDPE force main(Beach Rd),installed 4601 LF 1 $400 $184,000 24"diam PVC gravity sewer u size from 15"b/w DT23 to DT261),installed 69 LF $500 $34,500 Miscellaneous Civil 1 LS $5,000 $5,000 Total CIVIL/SITE WORK $224,000 STRUCTURAL Large wet well structure for 3 permanent pumps 10'diam RCP,10'dee 1 LS $25,000 $25,000 Work at seawall for 12"diam force main penetration 11 LS $5,000 $5,000 Cast-in-Place Concrete Vault for Flap Gate 181 CY $350.00 $300.00 $650 $11,700 Galvanized Steel Access Hatch for Flap Gate Vault 3'x5' 1 EA $1,800 $1,800 Miscellaneous Structural 1 LS $5,000 $5,000 Total STRUCTURAL $49,000 MECHANICAL-`PIPING,FITTINGS,&VALVES 2,000 gpm stormwater pumps 3 EA $24,000.00 $5,000.00 $29,000 $87,000 48"ID Flap gate 1 EA $9,000.00 $5,000.00 $14,000 $14,000 Miscellaneous Mechanical 1 LS $7,500 $7,500 Total MECHANICAL-PIPING,FITTINGS,&VALVES $109,000 ELECTRICAL,I&C,SCADA` Meter and Main,200A 1 LS $6,000 $6,000 MCC 1 LS $30,000 $30,000 ATS 1 LS $10,000 $10,000 Conduit,PVC,rigid 1 LS $12,500 $12,500 Wire 1 LS $7,500 $7,500 Trenching 1 LS $3,000 $3,000 VFD 3 EA $8,000 $24,000 Miscellaneous Electrical 1 LS $7,500 $7,500 Connection for portable diesel generator for backup ower See Note 4 1 LS $20,000 $20,000 Total ELECTRICAL,I&C,SCADA $121,000 TOTAL DIRECT COST $554,000 Sales Taxes Based on 25%of Direct Cost 9.00% $13,000 Subtotal $567,000 Contractor's Bonds,Insurance,Overhead,and Profit 20.00% $111,000 Subtotal $678,000 Construction Contingency 25.00% $139,000 Subtotal $817,000 TOTAL ESTIMATED CONSTRUCTION COST* _ $817,000 *NOTES: 1-Does not include costs for easement from Belvedere Land Company for electrical equipment. 2-not used 3-not used 4-Does not include costs for portable diesel generator. 3of4 ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST BEACH ROAD DRAINAGE IMPROVEMENTS PROJECT ALTERNATIVE D Alternative D:Permanent pump station installation with two pumps(2 duty,no standby)and accommodation for portable generator to be plugged in for backup power;Flap gate replacement. JULY-2018 Quantity Cost Total Total Description No Unit Marl Labor Unit Cost Cost GENERAL Mobilization and Demobilization(10%) 1 LS $45,400 $45,400 Total GENERAL $46,000 CIVIL l SITE WORK 12"diam HDPE force main(Beach Rd),installed 4601 LF $400 $184,000 24"diam PVC gravity sewer(u size from 15"b/w DT23 to DT261),installed 691 LF $500 $34,500 Miscellaneous Civil 1 LS $5,000 $5,000 Total CIVIL/SITE WORK $224,000 STRUCTURAL' Medium wet well structure for 3 permanent pumps 8'diam RCP,10'dee 1 LS $22,500 $22,500 Work at seawall for 12"diam force main penetration 1 LS $5,000 $5,000 Cast-in-Place Concrete Vault for Flap Gate 18 CY $350.00 $300.00 $650 $11,700 Galvanized Steel Access Hatch for Flap Gate Vault 3'x5' 1 EA $1,800 $1,800 Miscellaneous Structural 1 LS $5,000 $5,000 Total STRUCTURAL $46,000 MECHANICAL-PIPING,FITTINGS,&VALVES 2,000 gpm stormwater pumps 2 EA $24,000.00 $5,000.00 $29,000 $58,000 48"ID Flap gate 1 EA $9,000.00 $5,000.00 $14,000 $141000 Miscellaneous Mechanical 1 LS $5,000 -$5;000 Total MECHANICAL-PIPING,FITTINGS,&VALVES $77,000 ELECTRICAL,;I&C,SCADA Meter and Main,200A 1 LS $6,000 $6,000 MCC 1 LS 1 $30,0001 $30,000 ATS 1 LS $10,000 $10,000 Conduit,PVC,rigid 1 LS $10,000 $10,000 Wire 1 LS $5,000 $5,000 Trenching 11 LS $2,000 $2,000 VFD 1 21 EA $8,000 $16.000 Miscellaneous Electrical 1 LS $7,500 $7,500 Connection for portable diesel generator for backup ower See Note 4 1 LS $20,000 $20,000 Total ELECTRICAL,I&C,SCADAI $107,000 TOTAL DIRECT COST $500,000 Sales Taxes Based on 25%of Direct Cost 9.00%1 $12,000 Subtotal $512,000 Contractor's Bonds,Insurance,Overhead,and Profit 20.00% $100,000 Subtotal $612,000 Construction Contingency 25.00% $125,000 Subtotal $737,000 TOTAL ESTIMATED CONSTRUCTION COST*' $737,000 NOTES:... 1-Does not include costs for easement from Belvedere Land Company for electrical equipment. 2-not used 3-not used 4-Does not include costs for portable diesel generator. 4of4 V Town Council Meeting TOWN OF TIBURON g August st 1, 2018 1505 Tiburon Boulevard � Tiburon, CA 94920AI —2 Agenda Item: STAFF .O . To: Mayor and Members of the Town Council From: Tiburon Fire Protection District Subject: Evacuation Decals Reviewed By: BACKGROUND As evidenced in disasters such as the recent 2017 Wildfires in Northern California, evacuation routes are critical to getting citizens out of harm's way after an earthquake, wildfire or similar disaster. The Belvedere-Tiburon Joint Disaster Advisory Council has partnered with the Tiburon Fire District to develop a comprehensive marking system that will assist in clearly delineating the route following a disaster or required evacuation. The Belvedere Tiburon Joint Disaster Advisory Council was presented with a proposal to place evacuation decals (Exhibit 1) on certain roadways and access points on the Tiburon Peninsula. This project was proposed by the Tiburon Fire Protection District in 2016 and was based on a program already in place in other towns, including Mill Valley. Presentations by the Tiburon Fire Protection District as well as the Mill Valley Fire Department were made over the past two years and discussions over design and cost were had at every meeting. The Mill Valley Fire Chief spoke on the success of the project stating that it was very well received and encouraged people to walk their neighborhoods and get to know their evacuation routes. An article was written in the Marin Independent Journal about the evacuation decals in Mill Valley (Exhibit 2). In 2017, the Disaster Council voted unanimously in favor of recommending this project to the Town and City Councils for approval and implementation. In November, the City of Belvedere approved the purchase and implementation of the decals on Belvedere city streets. DISCUSSION The evacuation decals will serve as educational tools and reminders to our residents, assisting them in knowing the various paths, lanes, trails and roads out of neighborhoods at risk for fire or tsunami. Awareness of the routes will help ensure swift evacuation to safety in the event of an emergency. The implementation of the evacuation decals may inspire neighborhood walks and discussion, helping residents be more prepared. The Tiburon Fire Protection District would like to see a "walk your neighborhood" community event that would encourage people to not only know their evacuation routes but also to get out and get to know their neighbors. The Belvedere Tiburon Joint Disaster Advisory Council and Tiburon Fire Protection District discussed the decal design and decided it would be most beneficial to use the same decal used in i Mill Valley, making it a universally known symbol in Southern Marin. The decal is discreet and does not take away from the beauty of the Peninsula but still reminds and educates people of the various evacuation routes available should they need to evacuate quickly. The decals proposed are durable and weather resistant and have a distinctive Arrow and Circle design in blue with a large letter "E" in white. Three hundred-seventy-five proposed locations throughout the Tiburon Peninsula have been selected, and two hundred of these locations are within the Town of Tiburon, as shown on the attached map as Exhibit 3. If approved, the decals would be installed by Tiburon Public Works staff. Once adhered, the decals will remain intact for several years. The Mill Valley Fire Department reported that they only found they needed to replace about three decals per year. Tiburon Public Works has used similar decals in the past and found they will last several years without any maintenance. FINANCIAL IMPACT The cost for 200 roadway decals proposed to be located in Tiburon is $6100. The Tiburon Fire Protection District would contribute $1500 toward decals in Tiburon, and will also be contributing $500 toward the cost of the City of Belvedere's decals. The initial financial impact to the Town of the proposed project would be approximately $4,600 total. Maintenance is projected to be minimal and a life span of 8 years has been determined. RECOMMENDATION 1. Receive Staff Report and presentation from Tiburon Fire District; and, 2. Direct staff as to Councils position regarding the proposal; and if in support, 3. Approve a budget amendment in the amount of$4,600.00 toward the funding of the cost of 200 evacuation decals. Exhibits: 1. Photo of proposed evacuation decals 2. Marin Independent Journal Article 3. Peninsula map showing decals Prepared By: Greg Chanis,Town Manager Mike Lantier,Fire Marshall,Tiburon Fire Protection District S: x v r f r t s f. ✓ w^' s + 9 �r r # 'f 3Y ,a r' § >Z c i rr r> ,,F ` zt /f i ri r i'1 tf �a )t7e-a 'w f ) r» 2F y # x;F .,,e IIV,xt -�r"�, xr � ¢r 4 t a b".`jx rt✓[a 1 �d Jty} ,, t 1 f r :p� d r x8 Vis, o t .dr r .s F,,,;t r, s S, f qi ., f w7pTI I ,rr sk # ��z ''1i a e r,rY s,! �air � rr z - f t -3• a Ca,i,c 2i ems' '�. x' g'� s m ice., �s t <g k" Tit s r § i t 8rf FES. S R ( rx.;5 3i s ✓, 1 }t ,t p' sa a s k. t c 7 ; .".a 3 sZ�<`Y at `a` a cr[xx al n f ...jt�, as s a" / r `P r r ,, 'r taa t "'r r!s, x� T' ?fit t ..: t } rh`, s .e tr ri, ,z {:. e `t wF* p'a ?r g �` , IM,¢ , r ,x F?; t,t's,[ c,,4e dr+ t{ { t t d.cry t*`t!S#., *s f rf f "v .E ca a. t z 4,1"47 ,3}I"' d Fs+< t r d a,34f 7°,,ir t xxf a w, ✓ I m S,i".Yr r a .... r l tlJx x,,,,t:"rt Jt� �s1 F�. ,a ,,, #d ::Y ,,tt :,,?.,{ ,x e. : j5 A b E s '<,:tjy €s ..@ s :;s y S ✓.,y F4 tr k s _ ';,tl I ✓ti..,`'Fvfi i,r '!rd t t,a)sz rs,tv'3�sv's.;fi,..:.;x.'p",:'� rP a'`>r;':atg r [x,pixa#3 L.F,-.s_:�•!.s,�+zr"E`tt 133?x x*..z.#y.r..{�,!„s.v#ma Jr n"..j,'°.v-F,j"#?t;:r'.:.�,`vrAr�.s4tdr-,h�,s-:.,.�rF.'�,t;m"�'rff€c kb t e:i iset:e,,<"";•„�z:{r}S.'�,._Y`,gCj4 a,i�uk...;:!,;,:;';r.,T 3r xy�.§.rX,(�:S k>�P°LL�.Y/,s,.°Fr.1`.��.�rlxj,�,ra,b°r a E e F"xrB';Ftf€:a,a,..:,`v-,,z,�r.fsS=,J',y.r&#„s ! kJr'�:eeis t,..`t': !i*r,''�•�=5F,,rt P4s.$?,rf ,l.at� r l vSift F4" rs s,Y n .r fi° s Yfxr 5rh4t ai k' k< f - :& s' t# +, if at�`:tk r. g iI[ a,� 4 - .>k iJyr.:»t'z.✓a�C r ) 3t�a' � .1 f r j'.�.'� d aa' - ! ..s`'r'4 sa"e. •f c r x;'tr y .r :,`�;,x. 'IV v' y;.o P ✓ 2 «. N .rs4 r¢<.:c rF 23� xt=3 5 1 f y , a <: A<,r E.€ r # "n a p? z! c t z > t ! S /; y{x Ite f x `^ �* x A ✓ ,. E.t < y `. d } .Y T. 4% # _a" hF „vj'. F j i,.,':r{T/N ia• >4 /,{ F lt..,.r p fix'•..;f 3,; .Y1..4.r1r .1 >:.`-' '' .+yrr"°+.r.} FV_.;,tfyk /..t;x !z`r t 'yr, g "V '., <j ,9 gp S.> Y F°.f g ,.J �, :,`r7 rpt ;r ; nCr;:.... < t. i' `'t ,rlt •z•�S a. {`)z. r:.A,.; rg✓, x t„a tri.,, }t. fir tir,•J ✓, xrk.;¢? ✓a,: ,x.$,.:, ,Ea z;i ,r nfi✓,;�24 rs ,." %a Gfr - 's rs�f .;.�S !s r r<rp S d#s ey F x'�p.r v ,..[ tr ✓ ,:, }{ r „c �`^�'aw`t < :ty,F J s. �Ns� � ;sK .xa, ts, ��;., #`#3¢ 4nc ,w�.:3�axp:2t�.a•€�. qtr s :ha �ts> .��x � �w` ., .m, ..f aS✓ ..�:c, b r a:::€`l {a}-,�� . ,::.,,rt j a:. f �..ft' �41y3 `',tY 3't��wf f �':r'�x �'kr.T a ";(` ¢ d,x��,.�. e dt .✓(P �r t5r ti.u� r ,f.,"., r`:rF r'� �.. ., s Y 1 t G„a .$. 'i �1(F .P /�"?X.� 1r'-d'i F ee{=:° �kY ,`�� xt #�"'�� F fort..'. �'.:wo T ,r;:. `' ,,F.:, Y.Y:" a:.-s 3' h € { t.`6:. f• s T d "< � lAt;§r rg a tiff,.x +3"t Frr 1>:"a'Y �'- C fl s .,'fn4Y- SC ,r/.. .•fr .,<p v i<•f v*'- F 'x :f`-.✓,: m i"Sx sit .� > ,.�Y &,+. <• a 4 F-rs,- Fr -g ..x a c� i. rYe°, Py KP ,Pp /af# ;� 6•d4It „/'Fi5 r, ay},s t`. ,".'»r x d;.ti.,.q> t :#`t ,e. }z,. 'F ya.., r� kr...,.=•;k ,r�lr e"{.. !� .f� ,-zr z.'.,:: J'r:��s� Y iYE�tx.;C t '€ r.:✓a i s. &°r t ;, k rr`",t F F;'" I f t t..:r ° ?£F;.,: ,F.? Y .a"' z- q. + a•,. N t '4t` r } Et sz;.a F� r .".i'# i# >:;xf' ` ,5=- r t.,.. t?w .. :2 % 4 tr :J', ny.r ✓ ,* rt t t ;a� .,�� t, ,t.f <.^;e" r�<„� " 5g' t Sit'* :�;as. r''gr.4 ..lt.{v :_.., ax. .t a „mz.,:. ✓'"JA F r § € 2,,.: Y-,.,•: a*>,.r:,r_ r a` f '; ra,:✓.,£ tv "_2J ;F�"syp ;i?k �✓,.:,,,. �? z ":-d% ' * yrs ! �s . ,. � � , �'t m , 7 � f� it z-, r: � " ' t '[ r`�'°.sZr^, ,.,Stiffs�,^«�ad x' ,r.s# �.,:`,.sxF .r•�.,.r „d`' 4"::;.s Y ,-i.3: '? ":}r; d �t� � � :,Y',ts rL.. Vis,; § ",,:SY s .•=x "sr ,r. x t; t -"">a.-� as ztf..: , ..1, y,,a.<«' a. e .t r.sa <' -:i { + ! -;r%. ..�...F �`r}.-,s7, E',;¢sg.m ,tawr.,..*.,.fix*» :; s ,.,,.,r;.# :.; s n r .>• °y5 ' n,r; i--...z�r rt` : fi -f,,, ..,,Icr<.. c F'-. <,,,. s,g. .f'r,C t# F'., 3.t. 3 e-....flr.=•a ,� s..a ..,: fi3.:.e5'i r"r'+`�ars' �;,..-, C$w!r>% r f:.rJ, °"kA Ft tsa.l,{t a #F'> .C:..:, S t x`r d ,'„r*Y!�a..,t"f ;t!1 #..:3,N�-, ,��'€.,dnitY / -: r *`3 t-� 7 <.�a z. tC..ti. +::x,'z. �t3,.,� r ,.�• s >l�r :-,x, ! y� > f S .il" <x, r -. ,�.. '� t+t*� r� °x, rr'tl s ,.r< ”.�!r Nt ' Y ;<.f''1'�. .: =.r>. .. ,rtr rwt`r��a '✓•.' �CR_g{i�:,p� rf Sx= t ".d,:.:.� •,y�"^ f �Y. G%r,: .t: r,3 s a'F'P ,. ,w.g3`v »� :y �'$v 1.s. .3., .t.;�.✓ _.5 Yr ,,}j,'. ,. t 3 tl >t,r� f.. s W,:,,5 .. .✓ r ,v-ze i.r-G* YTS Fy,.a I"s'"Yz ;,a <*{::rev 3 w,.s.- : z v�„ •y :q{{a�✓a* �A d 3;:� M 3 ..{� ir�� ;sg, .v , sn'i'. t". .:ib � t ,_s.. � tt ��`^,i '-�,Y,.,t4v RIA f; :rs z'a �c ,r4§ .-f:a sm,•,,,,.a :S's. yy.` ,' sa { t,ry.: aa8 5,,.t!ry� :'.. ;' sft �..r s•sw:,s - ca.,,,-s „, r7l atl r[,cN�� r:a �.,�= r>.,, .n' sr"r"1�;:Il. "lt .:�,.M,rflt..=.�` ��..`'',G4�'6-�sx. ...,.... ,....a lx�rr; r'v:�`:°`gyp f`4�� »$=z= k��....Xr�,t� N. 1k+':x t :�•�e' y. ! "F�.. '�3»e 6 ;:er s ,.r,, ,;,;`3..: ss• � z tt ,'a;1 xbt �:d,.}A at ez a r�I �`z.✓ M� s k a. �,{ ,4 � c.:ft tj� x t�,. �&� 3f✓ r ���,✓ � P� � r ✓%�sr s ';a�>,3,, -.f r � ,.v x'c assr:; at�'"'.t F'_5 �yr• �"'>§ " (•° "'.ntxtYB'`"�v��`„e�',r%tC� '�w.<yialld'y t`��iM� tr _`R�''r, nh m.,�� 4g 7 �✓,Va•c ied„F '{�:. {ro: k,!r' .q;u.+"ti„ r €r•l X 3 , t J,dj, tJct Fc' !ra"s , 9y k s._ d Rg"�y.Fr .a^ r a p,E,i r, Vp rS �*;:: z, ^j,°€�,5,,::. �r`'�•Ti✓• ,<:. Eyt3,, zm} ..<:93 .:r`>&4k:'KR :r £ �afd re„ t° ,f yzr<,'yrna3 :t. '. t6}s� ��(��:r,£`ft 3 A�iiwa�S�'t-S•v#e'�a+��i¢I��r- e rM,T K ,� sm.�j, syS 'rXa J ;y m� 1 ;�r� � � `ti ,.�^ #C mRi �,�d� ''S'r;i}N ,�°i' �`.�..,.•��•i+ tai{frl.�a`.,- t � K`'r�r ,�f;`'�,,���b'e��b Zeyaf jE���, h t��t Stct-�rs,'`ff���*„�yas• cSt yr&��;. �3.:; {i:. �P o-fr �r��rW' re � �3�,f�r3 d '{ `f �°` ro};a� �'X�� .�4'?t' � r�t'-��rc <��` ys•fa}y��'�;,fi',��a¢ 3S�a s ��' 4 � ,~ t t� s,�r �r r t � Ps, . s. ,�"�, ✓r`� '�! sz 5 �h�`' a,� ` s r �”1.,�,r�x;�> `vt7t q���r��� h`x� <� °,'^^ `��^r�.f�,�<�•��,,1:' � r 6��s�+ .��,�',�u� �.,*'�r� p,� g!'�aa��:��2k�s1��"�y�r n3'>,�' �i� w'�'r-s.a L.,,:�'e$�� �����H� f ��r��"'.k+ ✓'fi�L '��a/,.r �s����4.fr[�.��u �`s�,�t��G r, �{tt” .. ' t a r z', t v,z»r� !. ��a r�`„ �" S�✓'���� r� Art y��rFs �. frl��„.�a y�a v.- $ •. '-.�� Y ���or l";a q€d'�Srxf �' s���°� J ��`rzx��✓d'rfr€' .�.a{ � w � ��}�'� fl a.�c'h�P'�t� •�"d°��'���zi• St ,{, �,� S`,.'�i �°�'°�E f ``t'` ”,.p'�;`��, : yea ,,�z 'ds3-��P�s�t�'���`3r•�����s" �� ��'�� {��;'� k .'3. # ^T«r ' 3' {�F , e'`d�r��':5y'.,a.*a�`v�.1�• ? v,'r..�i""�a! iia ''t f s xr �-j ��>xf'� s ) ¢: ♦.(, Y ,�` { ! A .add ”. s`~` "'A {` :".'r a�s"N £ t> f�`?���?r,.3 �,: �`d� a �s•(f z,{a��'£} /fit r^f�� e ,a�y*3 S.¢�-Bi'�;�F�a � [sf .�F� 22 �.fti :cik.^ > ,'Ar4µ, +;,s- ,5 �r•.,t „, k -." J 'v2 •a� 'ryn? -F§ �, =),, tY„ '. •.`�'= aa,sr.aa.-i;�;4, °�ir'�.,^4. &.s vc�✓ s,;,¢& �',< �.,n�'� � �':Y..r,:;*"'�'':t rYn.,*<,. ,:'�.. ^'�.z .a�.<':,`>.-z��:k,sr='•,�., - '.iY'�a3�.r✓,,Cstxr, < F.s >�a�`�`..�` r�r1�.:�•r. s�u ��$.E^ ,.� � +afa'. '`'�`..�. r'= T f=-a >a.sw�.x »y lr ":� s:IN¢�.>.2: t ,�.,,r .,,, �rx:.•`a'' �. `�„� �.s ...kms.,.. F»? .., r „ r g -,.ra Cdr` - • �, §.- >. ,,_ ,#� 1 F,v - 'r*+;*'t ;'..,, .,..•- >>}:.¢ •�., .-, s.�''}.✓<,°�,<;r s�`is:zg l <:*.�;`'t^p ..,�., r��'-,g.5. x...., r'�'.; ..,�", ,. p>�' -.+e,✓l' 4 �,^ nv:�: �,a�`tT� 3,, %� *sa`.„. .r ,><-:r,z<ss"�.,a4 r r'. =,°.�,z✓ r, ,Fv va*er gsaFt•,!`„.�_.:(�;. '~ar, ,,g?-e. »1 c ,,+ u..,r,°f <, d :� ,.�,,.r a �`�.?'. ar. s�.tr`°��':�i._✓ m� t ' 5�.: §iv`t :?w: »� .'f rryvt k ;� .F•`..J�°; :5 7:. ,. e•;�,:��;;r...”��t " ,y.. .,,.a91 .Ars �✓+� „d�'�'.`r'e'z.€.<`� ^" i 4,a�.,e,:»';�✓,.r ,3f ra *>:.za'+ „3�'�• �P ..xr,, ✓h r'-r�° �vim..� a W. ,,r„i4. ;>•°: t.�.. «, I• �:•; .�'” �s:.,�.,g� 7�;`��-� F�'`. x✓`ter. f� ,:}z�.. �.` ,.fx r:aa#Y '�;� 5>..<�.<�,x` x:.�S � F;�� �: �t� ,x:,.c ,.{*?rs r..t'�",9_=P. .> .r:�, �( .. „:C. �r, '�.....7/s >1 {„ `.% ,rs?',1. �`,.�'�y .s ».'>&L�'x•F'a�,7� :F •`"„a. P,., a` ,;4° +��rfp a "�4z �-a i' faa „<'•�:... urF.z^N:. .�- r'4 e� rr3dr� !%+,,.. 7 gv. r�`4�> 3',� x,�,. Sv:_.'. : x,a b- i:'�a'� .i„�lj -+�.r�m'°`€, <.sE„� 'w�.�*< `hr':3'.>€r tr* �Z` 3,.,Na }r. ¢b C,'y.�. x :, ;.a;x,EsF, mt ' *;-'z='s`< .m ,q S p 2,r ,'"F� , # .,,;•" "r ftE. - ', ::x r^^ S x.z u�. �,�`a"#` a�,, � „*<,'�:,. p :,� .,d,9 t. �r ✓;.s: E. .r r „, €f, �..„:., s stvfr� r».:z�i.�'r:•n•.�+=<. _f.� �<"' <;aa� ;k: ,�� s'It., a's^'~< .;,.¢'�ta a, rrs,;� ,�°�. .,.'g ��..�t.> „s fi.t-° � rca ,� "d,r. ,�i,.5,�• ✓, t c�' .�? :�':.t rrnY."N,: ..p,xs.:J -k; � ,. ,:r.,,,S>,, a ..,F���.;; .7d•e .:'..�"'�, €fa� a";r"�'a•� aT <' :Y�rt �,:�, �,?y, r,�;�" '�,z ..,� „ k..�at`^. f'u�'.y r 'K'p� � "°7` app-`'$ td <. ,'f .'ry /`' A>;.<am.F'": ,. ,, d ,. 5 c;.;, r6,f.,r } t .rrte, ,r`� �`, wd:*r„ ., . *.,,�: - •:. �hY ,ci..; �; .;b.<. f r., r a ,fi.,*1. �T,.,t.�r„�. ,..»3t-� .,ttr,.. ,. t �sa .�§F ..1. 1c.rrfivg: r*.���,t ^�xx^ is .r,r •%�3'' a. `�i �� �f.,, a, g� `�.�`�; �� pr:,� `: �..,s ire,.��,sr s .�� � .»w r, t,� g-s >r,� ,, .*. �.r t K•c •; ',� r. � m.,q,,,^•r,�9. C'a, P ,:aw. � w"'. <r: & .. g�`<✓a'.y � o{tt:r5 >�:.�51, k ¢x.� ',+v�„ ;edger €,raf"`{. tWs�, �$' '6. ,,.te�-.l�p..f 3..,1 ...��. y r .T.Fs/,.2�>, "...}Yr.. .z s�s�i z. .d,4�^r,,< yyr.,�,:�.fs.., F,✓��s ° f^x <��.�, rP.,,r•;G'a,. zi� L ��:,.a "A`.. *+E�.t,., ,, s G ��,, e�...>,6< 4 ,a.,_.- .�..r,..,,..t.}..s�, '.rk�:.�'�. :� � :.,u -., �r, :3 f ',.� l,. el�r,�,•'- ;�rM '°.�+ '`�::�t <a. r° � �.�:�, <s <ss•.>,. ,< tars,,_. ,-N w.r�' {..; */ ,a � �4";. # .,4 =.,, >< ,.4r,.,s£�:»,,..,�4r ,?: �'` , zY.b'f".f r r -Gl�.�.'h.. t;� �'.. ;ax°'F,� =: t• c,:::^ t�.; .1,' *'..«.. ✓t �,,r,K��a;`;��s.=-1':. d :tsC9, s:>t�. - <E' ,.r ��5. 5� ,�:..s. r F :.� -r_ .m ..?.km< ar ..r`.`- .�*. :.r s :za .< a r.e.:�'�¢'" t�„»r" �,. .t.i,.ar �•,fid., ��tw� K-'¢. i„ �� LS�s �w`t„a=,it ,<+ ..4,a. `',e�3...t tt >x^ �.Y,�ta k��.i"ski` �" 'x! .„4,: .$.. d.r.. z tL :;r,c f p ;�,.v,.. p✓�`*!•,P <K'v`.e.f; ��t k,', ".,t,t .t5»t E:.d n� ra �.. 'tH wH: tr Ao-�t.I'.,.. Ti.v SS.: 'k -:?Y t oc�l',.s fY�' Zs 6i.. <,�„ `a\n,'' y5 r,t• � �.E iy�.�`}e• x >x�`E� :tr.5 dM ••,s�F"`T'S?y,�k, ,.0 ,,-5 �tb<5,�ir• ?". Ur A �, �F•s' tq, ,_� ,.u,<..,fi{}i� r,Y+:,,�` `w:.ea a :;fi.., �+,,.fi.. ta{ �... ,� �r <S„'..x Sfr,--..nt?.�5�.. .<:. :�¢ c,, rw .i,,7 ;�� t'-, §`•; .�; �: ,{� �;�. �., &,..:. sf,,.. a.:�a'*rx:>`.,.. tar:.�,x... �. e.; ry<, s..z•p. .,,i„'»t<r. YJ,xo,,.»z - -a *1 i<.,Er..,,✓f .r...,.,.. d „v";�' rw.y .m*~a ✓,p,',:.> cX..•%vj., X'FkE '„fr`�".� be�, ,...<'.,:' a ,.,a > 2..� f ,r, f..•3?,7 ..,. m ,i°,',,.�.. ,. l;:. ,?✓a'P`Y .�.... ,7 .t ,.. ..�.�c.3lr _<swt.�N S§.,,” ,.w�.3_�,: x.�Sw1»'�t� Z t r..�. :.a:. .* .,=`�, +sdi.. 2.a ��rrv`�eae: 4 v ;.�: �,s'.v ..^s -,...'?a4 t<+,.- d I g,,� 4�.(m •' r,:���f ✓...h -�,. a'� � .k>r. �''$ �t.?;� �#dr, f: � .� ,:•3:.� .�.. ,¢v,'"�, s.�trx,..£`. fie , �..'�r�x 'w. :t� 'x�✓,-..'ir =� x o-�, ,��f':s x y r•,...,,.s.'�r� p-.ti ,jPtr g rr';.,a ,, ° �._ <,z x*�+ .it ..... .:'r ,.t'� ,. p ,� .r.> rxf ....z<. ,,.d, .:: �„�,. r*�.sr�a ». t:< -:s, �4!a„.,e�¢ '�;al 0#' „�. � .;r;: ,F`> 5✓ r.. �:z• ,-du,t Ft. ,�. �'s�fk,..�� r�..a1" ,�:,��,. �y 5,. },, r .�r.,s,,. nn;• ¢�,"x;s, ��� `»`� � ,�r rr"¢ t�� m.���7ti�.= � < .re ,,� �rt' r.,vR,F�`4t r#: }'.G rs ,3, ..[£<�. ) t ,,,��r�'�,'�'-��,`�tt3 1'a�'�ar: ,a°.. ,N'� r. 1. tom`.R�.. :�- M. &r .s,x.:u,:� ,`irr a,»:�✓s .zxi.'a -g �+,�_•' ryt,.Ps x 'a fir:; tr r .b ova, F a ro. z rtaa .< x °^ z r €A.. ,1,3✓': '• ,xv„ 3 ,.. °' ',f: n5 .fis ..r <n i..t t° .a'#,.nt A'b' .r"a*"t a ''. x a:.q.” f # ..,:e.• ,Fd€r- �y�`4 f '<., a $,i.y ,;»- .v.-.�.3i� r~ °'�",�°�.. �,.,,,- �.8-F•�..*t..3 .y ,t,f .�. ��' 9 .t3:� :1.�;�z -a�.s. = t *�'�$il`� -a '�' v'�.-1� �t£" 's ^�. v,..,::* ,�r „ +i” .,.�;"•c..f «, ,f 2i �.,_: ,. v. < E. r, es,:.a- • .<.. .;tFs ., ..1 .V... r,.,<ar,. . ><r .'� ~2tsta '" t - xia,.r.- „.. rk •'. _, '�?,..�& ,=; �k .�4 F, , fr� a s ,� t� 3d i r > Ji` r .F`gg°r,#.a,J, .y,,^_":? .#,riT» -rx'� %"r7 s✓`:r Y ks„rt.' .o- fi,S�`.. 'E,r rfi -: ,� . ,, s �. .� �tXa'a:... �`..tm s�8 € 3i^., ,z �:y ,. .� d� 'r' # ;r-.,. <yi• Y,.s.<„ :�,., t m'"�3 a :✓�..r." r7•a �, � r:�r,- ;at��, � �.{' .".e�-... z^:. ��°.;,�.�r..zzT" ,. :�s.. 3 ,¢"�, €�.:al,.,.�o r. s..�-»6 '>k>�:a»< $e. - �,<. .. ,*'¢Fa' ! :..t+ urs •,.D 2F rE.r t.4 y- :. s,i", 2 rs ( &§ �> �.;-xr Y3t � >t z. r3 ,u.a .� ,..+ ,��• :;"s `;`.*a ,.cry.,,':`-.a,` ,�.N+.<..,, 11A IV xx p Fr Y �,'`_<rxm Pkt+��iti�,,77.➢ ..:�� ,: :•. s�r§ s [>«� .Arc. ,. F.S, is <Yrs: ,€ta c�Ye,�„ gw P-3! vt d. � ar,. >r f>� � :. N r.�>,� s�, �,.r, a✓' a 3�s.;<q >� �c'�> r �.� ��- =� �%«�n �° �.c`�`'�,`< 3.�._ Z� :,t _a;.a.. t '. ..,., {. �` s J ;:, d. >�"? `+Ss°',,,..�,.�r .a-,t•..�.^ .� mac. ` �-..., f �s��a , � tk. ...^<.. ,,� .� cx x`.�, 3g,� ^;zz .a.v }...:: .,.€r,.a ..,rrtt:,y t' a,=f{.,.:s `x _:>,�..v�. ,. •,s' >>�� ..,.r,,'£.r z`?.�� ,1' �,s,. e <,t^,... ,. ., �vs4��. �"�...d:`t `q� �,3��.r'.;r ';.: �.< 'q z.et...;; ,; „t,:�, r..,>t&'f. �= 4.r,..r .> -.,i ..,.., rat...".�,.d :-•.�.a� �.._,., .� r S.Ak r�r<.": ria ..,.., ,x.:;p`'¢,fz. r ,,..,..,+'•= t s�, ,.�,.,. i t�::a" .'�` ..t>.=<, x ,,,,<p +a'^r,:..�`.� _.�?a =a f ..$✓*'m :° s f.�?€. s.<.5>, 1,>�..t.-'� ar .. �•'��,a:�rr -q,,3B fey' �y� �t1e;.� oaf,, .s T�'4g s;3s ,:„r�<5 . (.us•r„-.5.. 2 a. ., ;.,... .,n..-r€ ,,.. z,>.:>s•... `, ".. 3 .ts .:.�. ..: � rl -<, „z , <4, a: .. ';�' ze ,2x,.” ,, .»-�..3,e $..<,..„ < ��<.. ,,,,<,�rF,,z v,,.t.!x,?e,...r€,.?...�rf,,'x d„=,.s`A:_s.t„1r€*a an'r.,!,a',,»,,,:.`:.L1�°'..,"pT-€ec.%�r,:..a/..:..c�r tr<`9`l,•;:�r„.r�,z,a.,=:�.,;�r.7i<.Mr:."a,nd,,.,Ec<a>».r..s.r4t<2a.r.z..r¢.<aa.-...t.rr.S.r,-,,.s,»t*,:�a,<.z-as.:4a�.._E�.<t,.i <,,,.'.�. rW»e*rk..,r.r.,.,vtn„;.r-�a4,Y'`y�,`r":�,.a.:'.,:.:<.�..er,,r,.....s..'v.�,i-r'd~,r..,,,,'..rv 5,.<=.,=.c.i:,6..3S`Yd�..._a,.x<....`,<s:+er,,#.<.,E,s. ,z.-,.:�>.,:e,5,...o-a...s<€s.n,r,.,:i.3%1,,e.:z.�.,;..:..%::''»t��.^• .;,3.::r..<��a»s2:1i x,„,a,.s,.:,,..,.x, a s.t'. aAa�a."< `,' ,t$ �. y �.,.,,v�.t .."'F r.r .m.yr..tN<s 3.�..,... :_ n�. _�; , -'�• ✓.:F .,F.� ,�a� �?, aa, .. s;.. "'. r ,.F.,m,1 p t. ...a.°. -.r.f .�€ a r � �.,, x�` ` .„..,a �£� �� i» -. a`, �. p �:� ;� � p$ a,. ,: .�, k'�r. .*�� „*m<s�r,��• �uk,es .r?ca.. .f.;,r.....r. r. Fp..=7 tk+ ,F�z;,vz >a.fi'..<e��' .,3 ° 9..<".v.`z r ,F `v. ,,,... .,�S'e� a.. �•.xts % ,. ..,,.°�,�*. ..-x.�s`� k�'..>`'��, a .�...,� %..,. ! �<i, a: r.�. t.r€. c. ...5 ,s., 'x.. .r. .., ...,.F?¢. ,r :,F ,. ,. : .rte'-,.:... « •, ..r"xb s .r,x ': �#,.�, '�* ,,�";s;?� .:a .. >�t =<.,• ...:.: >k`ti :�..� >tr». .a, �3.-.,,.. ,. ,';'t.. zr �p ., 'Eai$ S!; �• €,� ....»,� �r.,... §...-<�.-�2 .v� ,,<:;, .x � ti'. ,�..,, l` ...s.,.. x 5,.,,,,. r ., ,,..5, ? �,.a.. srt..,: t$' ,. 'rs•.,!•�t,,er� � ,, �,� ,i"',>.z � .-'� .:.. .tr_., "', S ..,ire �3:e�,S�`•<g,c*r a, �. €tz xz.'.�t<:"` r ,� ,�� ��rE, E,l t „f." kia �27�,d �.¢.�s�• t,a-�'" � ,r. i ,,� ,::x. `^ .::,t.. °Errs”�,. -r✓.,<:"3s � s::,.r:� �t ..�:,.3�, ,3.r. ., a. „aE ;�-is„xr.. � g_.s.,, 'a,�'„fit.. ..t:: rfx� `•s �,.,e"mC., ,,.. r� b r ed`��`�. ,.:a1k..„... ¢ �;;;.,, f ��..a ,. k [, �. t.r..�° ., �rg>� ,.;� � a�'� .,,n�. ,, 1, .u�"r, .... ' t�.r',.a•. ,. :.<n.4.xk T ,���aat � ;��'< cx...c�k;�. �'. S. ;..�4�,. f ":,> t�2 r.:t r„ .t^.� „:,:5 r E.m° �`»t.,� '.. .,. � rd � *s,a dY'.- 3 a`�ti��� >. ,•� x ••`».. #"� t --v.`sx�<�� t .�., a�;v , ✓t„z r<>r f`� ter;, rrx.. „s < ..,'r...f��'� .,z:•: .dN.ts?,Z$.:"�' ka°"+,:„r fMc � s,^..:ln p»� 4�,.e =x, a., r"F3z ¢'irt'r. y Y.na* zip ;�. &' a 'A ga,+, � v?° r g,x,:ny,J q :: Y. q.;t,. ."�* t ^a: 4.k t F2., � "F!' h �:*.., 4 ..y fit , G i F:{,� ,Cxs z*»` }%'.,�”✓Sf T�'�;:. '1 a. .,�h4�� "vQy...:c'.T`^r 6 �'�i* C... r �✓,..� er,m r».,=x „= ff �,r:; >.� € r .. ,s' � irk,a+�t a, �,r.�,;� .,, � s a .,:«s"'� s-�_�x ✓� �. is � <,.• 2 e�-�< E..� * >a,,., a� •xf..> .<1 <� t:,,,,. ,A,&✓, �p� vs rs°}'.�` �,a, �`',:,r.•r �:-.; ,�t� .crF.tom*. t �rRY;.y,^ i'° 3 a�,.xr a� ,.9`2 `�. ,..2..,;. .,,sr„ t.�5}.. .r<x ,...•<.� ..),,, ,.�1 r s, < ...:,< -�i. �t s „e -:t, r,.-;w p,� .;<�f s:.v:a a„ ,,...,, .,; e q ', z� z,:.,.. r .a. 'rS, '�,..,a, 4r;: .� o:Y:�` r .�.,,. 1 .,.an. �.,Ftr3s,..,N. r x L S±�_._<x.. r,S.. s. a .,. y t ,..>:..� F.•;4r'r... . . ,...:%, ... °�. -,a”-,.: 4, "..'� �. .:,,..r ..;.... ^^w":. `� �'..._> s'rk ,<,..� a n.,:�` ., €� ,e -.: .2. z,,yk rc ...�.bw ..» ,. ..,,.� � ,;}- ,,rr zz,a;� -,.¢:: �X : r- ,r „3.-,. .,..�': .. ,�<�i '� ,z,� ,e,; �`3,..a �,.::•;>:,,.,, � ,,,".K,r9,f�as„a'd s. r§� �, G?t- -" t�F"F .r{�:. v^`u,(�?,:,=3� a{ t�•, , ,�:J � s ;�.,. �:?.. .�t' ' -fi.� dx s a ' t�<,, e* ��� 3 �x,.�,�:a,�•.���`r ss�.�^ �� �'E:, x' - r.�r .,r �+k r°; ,� ;: s rr „,,�a�S.,� �-M=.µ �t,a� � s L°s KI,.? � r °. �.x �ir.,s, r>��R* 's �,�•r _ �r� � � Rsw, �, �>�` e> � � ,r��s Exhibit 2 Mill Valley points way to evacuation MILES OF STEPS, lanes and pathways that crisscross Mill Valley hills will receive bright blue markers as part of an unusual wildfire and earthquake evacuation plan by the city. Greg Moore, Mill Valley fire battalion chief, said thermal plastic street decals, in the shape of an arrow with the letter E - for "evacuation" or "exit" - already have been installed in demonstration sessions. Some 135 more will be installed in coming weeks. The logos complement existing path signs and an evacuation map recently published by the city. "Mill Valley is basically separated into ridgetops and canyons," Moore said. "The whole idea of the map and logos is not to use during an emergency, (but) more of an educational tool so people will go out and become more familiar with their neighborhoods and learn more than one way out." Moore said the blue logos will point to the nearest pathway or intersection to direct people down to designated assembly areas on flat ground. "With a lot of switchbacks on the streets, these pathways cut off a lot of time," he said. "During an evacuation, these paths will be life savers." Officials with the Marin County sheriffs Office of Emergency Services said the program is apparently unique in the Bay Area. "We applaud their effort in that city," said Bruce Stahley, emergency services coordinator. "Each city's fire department and law enforcement department has to make decisions on the safety of their citizens." Edward Vodegel, regional sales manager for North Carolina-based Flint Trading Inc., which supplied the city with decals, said similar projects in Washington, Florida, Texas and Hawaii are geared to tsunamis and hurricanes. "As far as addressing fire and earthquake situations, it's the only one we know of in the United States," he said. "What(Mill Valley) is doing is very unique." The city's layout of steep hills, canyons and vegetation brings constant comparisons to the Oakland hills fire and Vision fire, Moore said. Mill Valley resident Victoria Talkington, a former planning commissioner familiar with the pathways, estimated about 70 of the 200 paths - equal to about two miles - are in usable shape. Though logos will be sprinkled throughout the city's hillsides, Talkington said Blithedale Canyon and Cascade Canyon will receive special attention as areas developed during pre-automobile days. Wayne Bush, head of the city's Public Works Department, said the program has been a multiagency effort including the city's Emergency Preparedness Committee and fire department. He said program costs were less than$10,000, including $6,000 for the decals. "It's helpful that the public gets to know the steps, lanes and paths around their properties to get familiar with them," he said, noting "there's areas where it's not automatic which is the best way to head down." TOWN OF TIBURON i Evacuation Signage MapTentativeu July 2018 San Francisco Bay ,,` �_ �-�. � .' ; � � ♦ )r,� �r rn.--'ice--, � r1 fir.-,..��., /// i.�I F r� ♦ ' CORTEMADERA a -. ------------ c 1 (/ � 1 s Hai�enda�\ �. ♦ v 3 Wan � � � aaY Ma�Rtl N,a\s\`Ra. BELVEDERE ��' �,,` o�----------• l� � ,aae,vvaY • �=�� a Nrn � �, reuma swtl p � 4 0 ` Richardson Bay �x�WY ao E0C aP�e ` EB\�U�etlz\ 0 0.5 1 Miles Legend EXHIBIT NO.S Tiburon Parcels Evacuation Sign Town Council Meeting �,. TOWN OF TLBURON g August 1, 2018 1505 Tiburon Boulevard � Tiburon, CA 94920 Agenda Item: PH —1 t ' STAFF REPORT To: Mayor and Town Council From: Greg Chanis, Town Manager Subject: Recommendation to Adopt a Resolution Approving the TTBID Program and Levying TTBID Assessments for Fiscal Year 2019 Reviewed By: BACKGROUND AND ANALYSIS The Town formed the Tiburon Tourism Business Improvement District ("TTBID") under Parking and Business Improvement Area Law of 1989 ("Act"). The Act requires the Town to annually approve the TTBID assessments and the activities funded by those funds. The Town has taken the first two steps in that process: • On June 13, 2018, the TTBID Advisory Board approved its Annual Report (The Report), which included information on the TTBID's past and projected revenues and expenditures and the proposed TTBID Program for the upcoming year. • On July 18, 2018, the Town Council adopted Resolution No. 32-2018 ("Resolution of Intention"), declaring its intention to levy and collect assessments within the TTBID and to use those assessments to fund the TTBID Program. The Resolution of Intention set these actions for public hearing on August 1, 2018. The Report recommends the Town use the TTBID assessments to continue and expand upon the initiatives started in past year. The Town would use the TTBID assessments to fund a marketing program, in consultation with the TTBID beneficiaries—the Town's lodging establishments— and other interested parties. As explained in the report, staff anticipates that the TTBID will begin Fiscal Year 2017-18 with a surplus of$272,750 from the prior fiscal year and raise approximately $160,500 in assessment revenue during the current fiscal year. In addition to assessment revenue, the TTBID anticipates receiving $30,000 from the Town of Tiburon, which is a portion of the Transient Occupancy Tax collected by the Town. Staff anticipates expending approximately $200,000 in Fiscal Year 2018- 19, with any surplus funds carried over to the next fiscal year(2019-20). The Act requires the Council to hold a public hearing on the proposed assessments and hear any protests from interested parties. In the absence of a protest from businesses that would pay a majority of the proposed assessments, the Council can move forward and adopt the Resolution attached to this staff report, continuing the TTBID assessments for the upcoming year. Town Council Meeting August 1,2018 As of this date, the Town has received no protests. I would also note, the assessed parties, the Town's two lodging establishments, have been very supportive of the TTBID program and are represented on the TTBID Advisory Board. FINANCIAL IMPACT Staff does not expect any significant financial impact as a result of Council approving staff's recommendations. The Town will continue to fund the TTBID program from the TTBID assessments and a portion of the Transient Occupancy Tax received by the Town. As before, the Town may retain a 1% allowance to recover its administrative costs. RECOMMENDATION Staff recommends that the Town Council: 1. Hold a public hearing on the proposed Resolution to Collect and Levy Assessments to fund the TTBID Program. 2. Determine whether there are any public protests to the proposed assessments and TTBID Program. 3. If there is no majority protest, adopt the proposed Resolution to Collect and Levy Assessments to fund the TTBID program. Exhibit: Draft Resolution Prepared By: Greg Chanis, Town Manager _._- _T RESOLUTION NO. xx-2018 A RESOLUTION OF THE TOWN COUNCIL OF THE TOWN OF TIBURON TO LEVY AND COLLECT ASSESSMENTS ON LODGING ESTABLISHMENTS WITHIN THE TIBURON TOURISM BUSINESS IMPROVEMENT DISTRICT TO FUND THE APPROVED DISTRICT PROGRAM WHEREAS, the Parking and Business Improvement Area Law of 1989, Section 36500 et seq., authorizes counties to establish parking and business improvement areas for the purpose of promoting tourism; and WHEREAS, the Parking and Business Improvement Area Law of 1989, Section 36500 et seq., authorizes cities to establish parking and business improvement areas for the purpose of promoting tourism; and WHEREAS, in 2007, the Town formed the Tiburon Tourism Business Improvement District ("TTBID"), to levy a one percent (1 %) assessment on lodging establishments within the Town's borders; and WHEREAS, in 2010, at the request of the Town's two lodging establishments, the Lodge at Tiburon and the Water's Edge Hotel ("collectively, "Town Hotels"), the Town increased the TTBID assessment to two percent (2%) and WHEREAS, the TTBID Advisory Board ("Advisory Board") approved its annual report on January 10, 2018, which report sets forth the legally required program and budget information ("Annual Report"), which included the TTBID Program and which the Council reviewed and approved on January 17, 2018; and WHEREAS, on July 18, 2018, the Council also adopted Resolution No. 32-2018, ("Resolution of Intention"), declaring its intention to levy the TTBID Assessments, setting a public hearing on August 1, 2018 to consider any protests and directing related actions; and WHEREAS, the Town published notice of the August 1, 2018 public hearing as required by § 36534 of the Streets and Highways Code and further provided written notice to the Town Hotels; WHEREAS, the Town Council conducted the public hearing on the proposed TTBID Program and assessments on August 1, 2018 pursuant to § 36524 of the Streets and Highways Code and provided all interested parties an opportunity to be heard; and WHEREAS, the Town had not received any protests to the proposed TTBID Program and Assessments by the close of the public hearing and, having considered all public testimony,the Town Council found that there was no majority protest that would preclude the Council from Tiburon Town Council DRAFT Resolution No.XX-2018 08/01/2018 Pagel of^3 EXHIBIT A1C). �e approving the TTBID program and assessments as set forth in the Resolution of Intention; and WHEREAS, the Council finds that the TTBID Program will provide a direct and specific benefit to the payors that is not provided to those not charged and that the assessments will be levied according to benefits accruing to the assess businesses to the maximum extent feasible. The direct and specific benefit to payors will be increased sales of room nights provided through programs designed to directly benefit payors. NOW, THEREFORE, BE IT RESOLVED, that the Town Council of the Town of Tiburon does hereby resolves, determines, and finds as follows: Section L The recitals set forth herein are true and correct. Section 2. The Town Council hereby approves the TTBID Program without modification. Section 3. The Town will levy and collect assessments within the TTBID, which is co-extensive with the corporate limits of the Town, as set forth in the Resolution of Intention. The Town will use the TTBID funds to finance and administer marketing programs as set forth in the Annual Report, the TTBID Program and the Resolution of Intention. Section 4. The assessment will be levied on all lodging establishments, existing and future, at a rate of 2% of gross room rental revenue. The assessment is proposed to be this percentage for the following reasons: a. An assessment based on percentage is most fair to lodging establishments because it will cost smaller, lower service level and less expensive lodging businesses less money than it will cost larger, perhaps higher service level and higher room rate lodging businesses. b. Benefits received by the assessed lodging businesses are likely to be proportional to their assessment, depending upon programs implemented. c. An assessment based on percentage will result in revenues that rise and fall in reflection of greater and lesser business in an overall up or down tourism market and world economy. d. An assessment based on percentage is direct, and easy to understand and calculate. Section 5. New hotels within the boundaries will not be exempt from the levy of assessment pursuant to Section 36531. Section 6. Except where funds are otherwise available, the lodging business Tiburon Town Council DRAFT Resolution No.XX-2018 08/01/2018 Page 2 of 3 assessment will be levied annually to pay for all improvements and activities within the TTBID specific lodging-related and visitor services. These include, but are not limited to, Web-site construction and maintenance, including assessed hotels, providing visitor information to promote mid-week and off-season overnight lodging; management/alliances/board of directors; research; sales in target markets, general advertising and administration &personnel. PASSED AND ADOPTED at a regular meeting of the Town Council of the Town of Tiburon held on August 1, 2018, by the following vote: AYES: COUNCILMEMBERS: NAYS: COUNCILMEMBERS: ABSENT: COUNCILMEMBERS: JIM FRASER, MAYOR TOWN OF TIBURON ATTEST: LEA STEFANI, TOWN CLERK Tiburon Town Council DRAFT Resolution No.XX-2018 08/01/2018 Page 3 of 3